Puente Losa

DISEÑO PUENTE LOSA PROYECTO EXPEDIENTE UBICACIÓN EVALUADOR ZONAL

: : : : :

DATOS: LUZ EFE EFEC.( C.(L) L)

6.000 M 6.0

SOBRECARGA = S!0 P = ".00 P.E. (C#) = !."0 F&C = !'0 F&Y = "!00 FC = " FS = '60 * = !0.00 E+ = !'00000 E, = !'-%-0.6 / = '0  = 0.%!6  = 0.1' 2 = '00 < = 0. 1 2& = !.00 <& = 0. ANCO CAUELA= 0.60 ANCO VIA '0 A. ANALISIS TRANSVERSAL

TN TN TN$M% G$CM! G$CM! G$CM! G$CM! G G$CM! G  G$CM!

CM (T34543+ / 478*3 97 5/,3 97 ;3+5) CM M M

PREDIMENSIONAMIENTO COMO L<= 6 m, ENTONCES EL ESPESOR DE LA LOSA PODRIA SER : h = L/15

0.40 mts

 C5; 7+ 7; 7+>7+3* 5 +5* =

0.39

0."0 48 4 8+

METRADO DE CARGAS C!s"#$%$ms &! m$t% '"!$(' #$ 's(, t%(!s)$%s('m$!t$: Ls( *+# =

0.96 TN/M #$ #$ 's(

MOMENTO POR PESO PROPIO ( M9 ) +# *TN/ *TN/M M = 0.96 0.96

6 3

3

-=* L/  L/  / L M# = +#L-/ 

1.50 M 4.3 TNM

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Est$ )('% $s $' m2"m mm$!t (' $!t% #$ '( '& #$"# (' $

0

B. ANALISIS LONGUITUDINAL A'"(!# '( s%$ (%7( t" s$m"t%("'$% : 4P

4P

P

4.0

4.0 ?.40

Es $)"#$!t$ 8&$ s%$ t# $' &$!t$ ! #%( $!t%(% $' t%$! #$ (%7(s m'$t. A!t$ $st( "%&!st(!"( s$ #$t$%m"!( '( s$"! %t"( 8&$ (s"!$ $' m2"m mm$!t, '( 8&$ $s %#&"#( &(!# $!t%( &!( s'( %&$#(, '( ms $s(#(. E! $st$ (s $s7$ms '( $!t%(' #$' t%$! #$ (%7(s, m $s $)"#$!t$ $''( %#&"%( s& m2"m $$t &(!# s$ $!&$!t%$ (' $!t% #$ '( '&, % $'': 4.;

4.; 4P

4P

P

3

OBSERVACION :

3

M = 4P6.00 P TNM S$ &$#$ !'&"% 8&$ $' m2"m mm$!t s$ (s"! (' $!t% #$ '( '& &(!# $' $$ $!t%(' #$' - ', s"$!# s& )('%: t%$! #$ (%7(s s$ $!&$!t%$ ('"(# s%$ M s/ *TN  M=

6.00 P

=

1.00

R$%#$ms 8&$ 's 4000 >7 $s $' $s % $$, s"$!# $' #$ %&$#( '( m"t(#.

DETERMINEMOS EL ANCO EFECTIVO ( E ): L1= M"! *L, 1?000 L1= 6000 E1=[email protected]RAI*L1+1 E1= 3336 mm N= #1= #= E = 1.19 @ 0.06 L

A!h= +1=M"! * A!h, 9000 +1=

1.5? < .13 O>

3;00 13.06 4.500 '-.!6

!.%? CARGAS POR EE TANDEM M = PT*L/!*L@!#T/L M = PT/L*L#T M = P *L/L*# 

9000

0.;1; 4.3 4.3

!.'.? SOBRECARGA L ? 1% E!t!$s $' )('% #$' mm$!t m2"m % m$t% #$ 's( s$% : P= Mm$!t P% B"( M s/ = CARGA DISTRIBUID M#=+L/? M9= MOMENTO TOTAL P% (%$t : M8=

10?00

S"  < L/ S" L/ <  < L















#T = 4

#T =

P% )"7( = M $8/ P% (%$t : CARGA DISTRIBUID M#=+L/? MOMENTO TOTAL P% (%$t : Ms/1.33@M# (t% #$ C!$!t%("! (%7( =1.0 Mm$!t % (!h #$ )"(

M $t = M9=

M8= M8= M8=

1.00 .00 m 6.56; T! T!m 4.500 (t% #$ Im(t=1.33 %1.%" 4;.?01 14.3;

SOBRECARGA E@UIVALENTE ( M7 ): ?.TN

0.95 T/ M

3

3

M$8 = * 0.95-L/  @ ?.-

16.5? TNM

R$%#$ms 8&$ $st$ mm$!t %#&"# % )(  (%%"' #$ " %&'("F!. Cm (#( &! t"$!$ &! (!h #$ 10 "$ - (!h #$"# ( ' ( s%$(%7( $8&")('$!t$ s$% : *3.05 m, $!t!$s $' mm$!t % m$t% #$ M$8 =

5.44 TNM

D$ (ms %$s&'t(#s #$' mm$!t, #$ms !'&"% 8&$ $' m2"m mm$!t s%$ '( 's( #$' &$!t$, % m$t% (!h #$ 's( #$"# ( '( s%$(%7( (m$%"(!( $s: Mm2 = ML =

4.50 TN T NM

COEFICIENTE DE IMPACTO ( I ): I = 15.4/ *L@3? =

0.35

SERA < F =0.30

Cm $st$ )('% s%$(s( ( 0.30G 8&$ $s $' m2"m $%m"t"#, $s7$%$ms $st$ )('% m )('% #$' $""$!t$ #$ "m(t %%$s!#"$!t$. %%$s!#"$!t$. I= 0.30 C" = 1.30 P% $'' $' mm$!t #$ "m(t #$"# ( '(s (%7(s m)"'$s s$%: MI = I  Mm2

1.35 TN TNM

C. DISEÑO VERIFICACION DEL PERALTE POR SERVICIO : M = M#@ML@MI

10.1; TN T NM

B('% #$' mm$!t % m$t% #$ (!h #$ 's(.

DETERMINACION DEL PERALTE # = RAI *M / C>H

?.??

<

40

As&m"%$ms # = 43 m, (%( (%( $' $s$s% h = 0.50 m , !s #( &! %$&%"m"$!t %$&%"m"$!t 8&$ $2$#$ ( 's 3 m m!"ms s'""t















R$&%"m"$!t = E!t!$s

4 m m

#=

36.00 m m

h = 0.40

36 m REJERO INERIOR 4 m

E' (%$( #$ ($% !$$s(%" % m$t% #$ (!h #$ 's( (%( #"s$K % s$%)"" s$%( : As = M / * SH# SH#  =

1?.?6 m

DISEÑO POR ROTURA: M& = 1.5 M#@1.;5*ML@MI = 30.4; TNM Mm$!t 't"m % m$t% #$ (!h #$ 's(. R$$m'((!# $! '( $2%$s"F! 7$!$%(': M& = As*# *As/1.;C *As/1.;C R$s')"$!# '( $&("F! : As1 = ?1.6; m As = 4.33 m

A+ > =

'&$7:

!".%% ,4 ,4!

A%$( #$ ($% ($% %"!"(' % m$t% m$t% #$ (!h #$ 's(.

ACERO DE REPARTICION REPARTICION (A+*) : C!s"#$%(!# 8&$ '( 's( s$ (%m( ! $' ($% %"!"(' (%('$' (' t%", t$!#%$ms :  As% = 55 / %(" *L < 50 m(2

O>

 As% =

.45 < 50 O>

A +* =

."6 ,4!

A%$( #$ ($% ($% #$ %$(%t""F! (' !# #$ 's(, % m$t% #$ (!h.

ACERO DE TEMPERATURA (A+8) : Ast = 0.001?h 0.001?h  F = .64 m

O>

A+8 =

-.!0 -. !0 ,4 ,4!!

As =

4.3; m

As*1Q =

5 m

DISTRIBUCION DEL ACERO : 5. A,7* A,7*3 3 >*/, >*/,>5; >5; : Em'$(!# )(%"''(s #$  3/4Q : Es("(m"$!t *S : S=

0.55 m

S=

0.'! 4

U+5* < ' C595 0.'! 2. A,7* A,7*3 3 97 *7>5*8 *7>5*8, ,/ /: As% = Em'$(!# )(%"''(s #$  1/Q :

5.46 m















Es(s"(m"$!t *S :

USAR

S=

3.5 m

S=

!.00 4

< '$! C595 !.00

,. A,7*3 97 874>7*58 874>7*58*5 *5 : Ast =

;.0 m

As*1/Q =

1.; m

Em'$(!# )(%"''(s #$  1/Q : Es(s"(m"$!t *S : S=

35.? m

S=

0.%0 4

U+5* < '$! C595

0.%0

DISTRIBUCION DE ACERO EN LOSA DE PUENTE 6.60 '$! ,5 ,595 A+8 = < '$

0.%0

0."0

A+> = < %$" ,595

0.'!

A+* = < '$! ,595

D. DISEÑO DE VIGA SARDINEL 5.00 0.5 0.40

METRADO DE CARGAS: P$s %" = P$s (%(!#( = + =

0.39 TN TN / M 0.15 TN TN / M 0.54 TN / M

D$t$%m"!$ms $' mm$!t % (%7( $%m(!$!t$ (' $!t% #$ '& : M = +LL/ ?

.43 TNM

E = 1.[email protected]L =

1.5? m



!.00















P = P*0.5E/E =

0.31 P P =

D!#$ P $s $' $s #$ '( %&$#( ms $s(#( : P=

.46 TN

? TN

MOMENTO POR SOBRECARGA AL CENTRO DE LUZ (ML) : ML = ML =

P  L/4 3.6? TNM

MI = MI =

I  ML 1.11 TNM

E$! VERIFICACION DEL PERALTE POR SERVICIO : M = M@ML@MI =

;. TNM

 

MOMENTO POR IMPACTO ( MI ):

DETERMINACION DEL PERALTE : # = RAI *M / C>H < h@0.5 #= S" $' %$&%"m"$!t $s $s % = E!t!$s $' $% $%('t$ 't$ s$%( $%(

4?.66 < h@0.5

O>

4.00 m.

#=

61.0 1.00 m, (%( (%( t$!$ $!$% $' m"sm !# !# 8&$ '( 's( s(.

ACERO POR SERVICIO : As = M / * SH#  =

;.90 m

DISEÑO POR ROTURA: M& = 1.3* M@1.6;*ML@MI = 13.56 TNM Mm$!t 't"m % m$t% #$ (!h #$ 's(. R$$m'((!# $! '( $2%$s"F! 7$!$%(': M& = As*# As*# *As/ *As/1.;C 1.;C  R$s')"$!# '( $&("F! : As1 = As =

51.55 m 5.95 m

A+ =

.1 ,4!

'&$7:

A%$( #$ ($% %"!"(' (%( '( )"7( #$ %# $.

 V5*;;5 97 7 < +7 +5*5 =

%$"

A*75 97 < %$" = A*75 97 < $ =

!. '.1

0.5

! 5* 5*;;5 ;;5++ 97 <

%$"

! 5* 5*;;5 ;;5++ 97 <

%$"

0.65

VERIFICACION POR CORTE 6.00

















4.;

4.;

P

P P/4

DONDE: -1= -=

1.00 M 0.9 M

CORTANTE POR CARGA B*L = P*-1@-@-3/4 -3 -

-1

NOTA:

COMO NO INRESA TODO ELTREN DE CARAS AL PJENTE, SE TOMARA SOLO LAS DOS RJEDAS MAS PESADAS. ENTONCES: P*-3/4=0

LJEO:

B*L =

10306.6; >7

CORTANTE POR PESO PROPIO B B = + +L/ L/  B = 16 1 60.00

>7

CORTANTE POR SOBRECARGA 5.00 0.5 # = 0.61 0.40 % = 0.04

.304? 

B*L Bs/ Bs/ = *B*L *B*L  ( / EC EC"" D!#$:

(

( = E/ E/  0.3 0.304 04? ? ( = 0.4?















Bt*& =

1;;4;.93 >7

ESFUERZO CORTANTE NOMINAL EN ROTURA Vu = Vu =

Bt*&/  # 13.6 13.69 9 >7/m >7/m 

ESFUERZO CORTANTE RESISTENTE DEL CONCRETO Vc = Vc =

0,53RAIS* ;.6? ;.6? >7/ >7/m m

NOTA: C343 V(7+7*H3 5 ;5 *38*5)V,(7+7*H3 97; ,3/,*783J 873*,547/87 /3 +7 *77*7 *77*H3 7/ 7; 5;45J 5 >7+5* 97 7;;3 ,3;3,5*743+ 5,7*3 4K/43 ,3/ 7+8*23+ 97 %$ 5,7/93 / *75 :

A) = A*3/?Q A*3/?Q = A) =

0.;1 m 1.4 m

CALCULO DEL ESPACIAMIENTO S = A) A)/*B /*B&B &B  S= 33.0; m E' $s("(m"$!t $!t%$ (%%(s s$%( : 1 N m( m(%% #$ 30 m. m.  N m(% m(% #$' (!h (!h #$' !$%)" !$%)" *30 m. E!t!$s s$ t$!#%( : S=

30 m

E!t!$s '( #"st%"&"F! #$' ($% % %t$ s$%(:

< %$ : '0J0J %0J'0J !0J' *7+83  0J%0

VERIFICACION DE SARDINEL POR FUERZA ORIZONTAL

5.00 ;50 ;50 >7/m' >7/m'

0.5 0.5

 0.40

#

#=   0.0 0.05 5 #=

0.0 m















NOTA:

N !$$s"t( %$&$%, ( 8&$ 's $st%"s #$ '( )"7( (s%)$! '( &$%( h%"!t('.

DISTRIBUCION DE ACERO EN VIGA SARDINEL 0.!

! 5* 5*;; ;;5+ 5+ 97 <

%$"

0.6 < %$ : '0J0J %0J'0J !0J' *7+83 

! 5* 5*;; ;;5+ 5+ 97 <

%$"















TNM















#$































J%0















P "!( 14

DISEÑO PUENTE VIGA?LOSA

A.? A.?

SEGN MANUAL DE DISEÑO DE PUENTES PUENTES ? DGCF

PRO-ECTO :

A>*32593 ,3/ R7+3;,3/ M/+87*5; N 1?!00%?MTC$0! 97; %' 97 ;3 97; !00%

FONCODES UANUCO OICINA : CAMION DISEVO L ? 1%

PRED PREDIM IMEN ENSI SION ONAM AMIE IENT NTO O

P&$!t$ s"m'$m$!t$ ((# L= '  .0 0 4 LJ DEL PJENTE PERALTE BIA U = L/15 W L/1  U = 0,0;L U = L/15 = '.00 4 Tm(% m $%('t$ # $ '( B"7(,  = ESPESOR LOSA t *mm = 1.*S@3000/30 t= 196.00 mm Cm $s$s% #$ '( 's( s$ &$#$ (s&m"%, 8 = 0. 0.!0 !0 48

M7995+ 5+495+: A!h #$ )"( '!7 )$%$#( A!h #$ )"7( $s$s% #$ 's( $s$s% #$' (s('t s$(%("F! )"7(s

(%(!#(s Nm$% #$ )"7(s #"(%(7m(s = A!h )"7(s #"(%(7m(s P$%('t$ )"7(s #"(%(7m(s

 =  =  = 0,4 s = 0,4 % = s /  Es = E = 15,000 * *1/ = ! = Es/E = 6 J s( % ! = X = ! / *! @ %  = 1  X / 3 X =

B.? B.?

PUENTE CARROZABLE MARGOS

1.00

U = L/1 =

t=

19.60 m

M347/83 >3* >7+3 >*3>3 M = +#S/10

m"!"m 1;.5 m

*m

%.600 0.60 0.%0 0.00 0.!00 0.!00 0.00 0.0! '.100 0.-0 0."0 0.!00 0.00 0.'00 0.'0  0.!00 0.00

*A= *= *= *= *t= *7= *!= *$= *S= *(= *"= *&= *= *= *8= *(#= *h#=

4,00.0 ?0.0 11.0 1,6?0.0 15.0 .0E@06 50,99? ;.96? ? 0.34? 0.??4 34.440

S = S @   =0,0L*S1/  = t h# = 0,5U ( W S/

>7/m >7/m >7/m >7/m

4,00.0 ?0.0 11.0 1,6?0.0 15.0 .1E@06 50,99? ?.36; ? 0.34? 0.??4 34.440

>7/m >7/m

DISE DISEÑO ÑO DE LA LOSA LOSA METRADO DE CARGAS P$s %" As('t

1.5 U = 0,0;L =

*1m*t*,40 T!/m3 = *1m*$*,00 T!/m3 = 9 =

M =

0.4?0 T!/m 0.050 T!/m 0.%0 T/$4

0.'1' 0.'1' T/?4$4 T/?4$4

.50 0.45 0.450 0 0.400 0.500

m m m m

1.05















P "!( "!( 15 15

DISEÑO POR ROTURA

S7 +5*5 ;3+ 5,83*7+ 97 C5*Q5  C342/5,/ +7Q/ 7; E+8593 L487 SQ7/87 :

RESISTENCIA I : C342/5,3/ 25+,5 97 ,5*Q5 *7;5,3/595 ,3/ 7; +3 7,;5* /3*45; +/ ,3/+97*5* 7; 7/83 M = '.! 9  '.- ( ;   ) 0 '.0 A,7*3 P*/,>5; '.' A,7*3 >3+83  /7Q583 M@/ = 1,5M D@1.;5*ML@MI As = M / *f*#(/ M& = f#w*1@w/1,;0 w1 = *1,;@*1,; 4*1,;M&/*f#0,5/ w = *1,;*1,; 4*1,;M&/*f#0,5/

Js(ms: )$%""(!# '( &(!t( m!"m( As m! = 14#/ 14#/

M@/ = w = r/ w1

=

w2 =

As 1 = As  = As@/ =

As m! = As m! < As T34543+

C'&' #$' $s("(m"$!t Y = Af/At S" !s"#$%(ms ($% 5/?Q E' m$!% #$ 's t%$s :

A+$? =

Af = Y= 1,5t = 45 m =

U+5* 5,7*3 $

5.440 T!m ( = As/*0,?5 r = As/*# 1.61541 0.0;?459 1?3.599 m ?.??4 m ?.??4 m

>5*5 F;73/  T*5,,3/ T*5,,3/ 97 C3/,*783 A*4593

r1 r

5.661 m/m '.00 '.0000 BIEN BIEN ." ,4! $4

1.9;9 .?1 30.000 45.000 !.00

m m m m m ,4

!.0 A,7*3 >3* 9+8*2,/ As# = aAs S"$!# : a = 34?0/*SZ 1/ =< 6; , C&(!# $' ( $% %"!"(' $s $%$!#"&'(% (' t %(!s"t #!#$ : >3+83 As: A$% A$% %"!"(' s"t") As = ?.??4 m S : '& '"%$ $!t%$ '(s (%(s #$ )"7(s, $! m. S= 1.900 m a : %$!t($ #$' ($% %"!"(' s"t) a = ;9.?4 ;9.?4 =< 6;  6;.00 a = A+9 = .1! ,4! $4 C'&' #$' $s("(m"$!t Y = Af/At Af = S" !s"#$%(ms ($% 1/Q 1.6; m Y = 1.?3 m U+5* 5,7*3 '$! = !.00 ,4 S$ '(% $! $' s$!t"# $%$!#"&'(% (' ($% %"!"(' *"!$%"%

%.0 A,7*3 97 874>7*58*5  ,3/8*5,,/ S"$m%$ 8&$ ! $2"st( t% %$&$%

Cm $s $!m(''(#, C'&' #$' $s("(m"$!t Y = Af/At

Ast = Ast = A+8 =

1/? &'7/"$ .646 m/m !.6"6 ,4! $4

= =

0.10?103 0.00531

(=

1.5; m















P "!( "!( 16

DISEÑO POR SERVICIO : Ms = MD @ ML @ MI As = Ms/*s# )$%""(!# '( &(!t( m!"m( As m! = 14#/ 14#/

M+ =

'.!0 T/?4$4

As =

6.05 m/m

As m! = As m! < As T34543+


U+5* 5,7*3 $

A+ =

5.661 m/m '. '.00 0000 BIEN BIEN 6.0! ,4! $4

Af = Y= 1,5t = 45 m =

1.9;9 3.?51 30.000 45.000 %0.00

M =

!."06 T/?4$4 ( = As/*0,?5 r = As/*# 1.666? 0.033;; 1??.659 m 3.?4 m 3.?4 m

m m m m m ,4

DISEÑO POR ROTURA M $? = 'J!M D'.-(MLMI) As = M / *f*#(/ M& = f#w*1@w/1,;0 w1 = *1,;@*1,; 4*1,;M&/*f#0,5/ w2 = *1,;*1,; 4*1,;M&/*f#0,5/

Js(ms: B$%""(!# ! A$% !$7(t") #$ '( 's( As  As As

w = r/ w1 = w2 =

As 1 = As  = As@/ = As =

r1 = r =

0.1110? 0.0051

(=

?.??4 m/m

0.00 SE ARAN PASAR PASAR LAS BARRAS DE ACERO NEGATIVO NEGATIVO DEL TRAMO INTERIOR T34543+

N $s !$$s(%" ('&'(% $s("(m"$!t Y = Af/At S" !s"#$%(ms ($% 5/?Q E' m$!% #$ 's t%$s :

U+5* 5,7*3 $

A+ =

Af = Y= 1,5t = 45 m =

." ,4!

1.9;9 .?1 30.000 45.000 !.00

m m m m m ,4

A,7*3 >3* 9+8*2,/ As# = aAs S"$!# : a = 34?0/*SZ 1/ =< 6; , C&(!# $' ($% %"!"(' $s $%$!#"&'(% (' t%(!s"t As: A$% %"!"(' !$7(t") L : '& $$t")( #$' )'(# *(, $! m.

As = L=

?.??4 m 1.500 m

0.6; m

















P7"!( 1;

M347/83 >3* +32*7,5*Q5 D$"# ( (%7( h%"!t(' s%$ st$  $(t!$s M' = Mst @ M$(t Mst = P *0,;00,5/@0,15/ M$(t = s/*0,400,40/ #!#$ : P = CP/ P= 10,000.00 ' C= 1.00 P = .6? T! P$(t!(' s/ s/ = ;3.;0 L/&'7 P$(t!(' s/ s/ = 0.360 T!/m L( s%$(%7( t(m"$! s$ ($t( % $' (t% #$ )"( 8&$ $s #$ 1. P$(t!('  (t% 1.s/ = 0.43 T!/m Mst = #$"# ( '( #"st%"&. #$ 's st$s s$ tm( $' ?0

VERIFICACION DEL PERALTE PERALTE U(''(!# 's mm$!ts % s$%)"" E' $%('t$ m!"m $s : # = *Ms/*X *1/

Mst = M$(t = ML =

Ms = MD @ ML @ MI Ms = # %$8. =

1.4;4 T! T!m/m 1.1;9 T!m/m 0.035 T! T!m/m '.! '.!'" '" T/?4$4 T/?4$4

1.300 1.300 T!m/m T!m/m ?.6?9 m

!s"#$%(!# %$&%"m"$!t #$ 3 m.  s&!"$!# $' $m'$ #$ "$%% #$ 1/Q *1,; m, $' $%('t$ s$% m m2"m : %$&%. = 3.000 $st%" = 1/Q = 1.;0 # = 7  %$.  $st./ # (s&m. = 16.365 S$ #$$ &m'"% # (s&m.  # %$8. '.00 '.0000

DISEÑO POR SERVICIO As = Ms/*s# )$%""(!# '( &(!t( m!"m( As m! = 14#/

As = As m! = As m! < As

m m m BIEN BIEN

5.349 m/m 5.455 m/m 0.000 USAR CUANTIA CUANTIA MINIMA MINIMA















P "!( "!( 1?


Af = Y= 37 = 45 m U+5* 5,7*3 %$ = S$ '(% $! $' s$!t"# $%$!#"&'(%  (%('$' (' s$!t"# #$' t%!s"t *s&$%"%

C773 >3* ,3*85/87 B& = 1,5B D@1.;5*BL@BI C(%7( m&$%t( = s/ *(!h=0,40 m = &$%( %t(!t$ 8&$ (s%$ $' !%$t: B =0,53* 1/# 1.336

m m m m ,4

B# = B' = B& =

0.?4 T!/m 0.1;3 T!/m 0.65? T!/m

B = =

14.513 T!/m 1.3 1.336 36 T!/m T!/m 0.65?

fB fB  B&

0.;13 6.931 60.000 45.000 !.00



'.00 '.0000 BIEN BIEN

DISEÑO DE SARDINEL M347/83 >3* +32*7,5*Q5 AASUTO

B= B=

D$"# ( '( (%7( '(t$%(' #$ ;60 >7/m U=7@!= JSAR U = M = BU M& = 1,5M D@1.;5*ML@MI

M= M =

Est( s$"F! t"$!$ &! $%('t$ #$ (%2. *m =

5.00

As = M / *f*#(/ M& = f#w*1@w/1,;0 w1 = *1,;@*1,; 4*1,;M&/*f#0,5/ w = *1,;*1,; 4*1,;M&/*f#0,5/

J

%$&. = 9= w = r/ w1

=

w2 =

As 1 = As  = As =

500.000 0.;60 0.50 0.50 0.190 0.%%%

L/"$ T!/m m m T!m/m T/?4$4

5.00 m m !0.00 ,4 ( = As/*0,?5 r = As/*# 1.696695 0.003305 6.6 m 0.441 m  0 441

U = 7 @ ! < 10Q

BIEN

r1 r

= =

0.113113 0.0000

0 0?















P7"!( 19

M347/83 >3* >7+3 >*3>397 >*3>397 Q5 95*5Q45 (M9) : Js(ms Mm$!t % #"(%(7m( P% (%$t : E! $!t% #$ L& M347/83 >3* >7+3 >*3>3 (M>>) :

M = #*L/!*L/@!/ P% (%$t : E! $!t% #$ L&

M9 = M9 =

'.6! T/?4 '.-'0 T/?4

M>> = M>> =

M = #*L/ 6-.6 T/ T/?4 6.!01 T/ T/?4

CL P #1

4P R 4P ! ! #!

A

C

M347/83 T385; C5*Q5 M7*85 (MD) = M>>  M9



MD = MD =

P% (%$t : E! $!t% #$ L&

61.! 61.!' ' T/?4 T/?4 61.1 61.1'1 '1 T/?4 T/?4

L/! L/

!.0 MOMENTO POR SOBRECARGA !.'.? SOBRECARGA L ? 1% CARGA DISTRIBUIDA Ms/ = P/L[9L /4*#1/@#L@*4!#!#19!\ Ms/ = P/L*9L9# 15# Ms/ = P/L[*L*9# 14#\ Ms/ = P*L/L*9# 15#

 = *L/!*L/@!/L A = *L/@!*L/!# *L/@!*L/!# 1/L C = *L/!*L/@!# /L

S"  < #1 S" #1 <  < L# 1 S" L# <  < L

#!#$ : P=

?,15;.00 L P% (%$t : E! $!t% #$ L& C'&' #$' $""$!t$ #$ !$!t%("F! #$ (%7(s : CCC =1 =1@*A10/*@S P% (%$t : E! $!t% #$ L& Mm$!t % CARA DISTRIJIDA M= ;!$

P= M s/ = M s/ =

3,;00.015 >7 43.10 T!m 4.550 T!m

 =  = CCC = M +$, = M +$, =

0.610 m 1.45 %.611 T/ T/?4 !.11 T/ T/?4

!.!.? SOBRECARGA E@UIV E@ UIVALENTE ALENTE M $8 = *L/!*L/@!*P /L@+/

M = M =

!.'! '.!"

L/@ ! L/















P "!( "!( 0

D"st%"&"F! #$' A$% S" !s"#$%(ms ($% 1Q ] (%%(s = As / A f

Af = ] (%%(s =

5.0; 16.41 1;.000 6 ?6.140

Js(%$ms : ] (%%(s = As =

m (%%(s (%%(s (%%(s m

f(%%( =



$!

.50 m

3 ((s

1,5 f(%%( = 3.;5 m m 1,5 T.M.(7%$7(# = 3.;5 m m #"st(!"( $!t%$ (%%(s = $h = 3.;5 m m %$&%"m"$!t %$&%"m"$!t '(t$%(' = %$ = *1.50Q = 3.;5 m 3/ 3/? 0.95 m f$st%" = A!h m!"m #$ '( )"7(  = %$@ f$st@*] (%%(s1$h@](%%(s f(%%(

L( #"st(!"( $!t%$ (%%(s (%('$'(s s$% ! m$!% 8&$:

A!h m!"m #$ '( )"7(  =

43.155 m

0.0 0.000 00 RECALCU RECALCULAR LAR E%?VERIFICACIONES '.00

Ms = MD @ ML @ MI Ms = Ms =

V7*,5,/ 97 97; >7 >7*5;87 P% (%$t : E!  : Tm(!# $' m(% Mm * Ms  # = *Ms/*X *1/ U= # < U  13 m =

!.00

M+ = 9= 100.00 m ?;.00 m

V7*,5/93 ;;55 , ,5/8K5 C'&' #$ '( &(!t( ('(!$(#( S"$!# : '( &(!t( #$ '( )"7( $s :

P5*5 /3 7*,5* 97;73/7+ r < rm2

'-.6 T/ T/?4 6-.%'1 ,4 '.00 '. 0000 BIEN BIEN

r = *0,?5 b1/*0,003Es/*0,003Es@ 0.0?33 r =

0,;5 r = rm2 = r = As/*# 0.0045 r = rm2 =

0,1?/ = '.00 '. 0000 BIEN BIEN

b1 =

0.015 r  rm!

'.00 '. 0000 BIEN BIEN

r < rm2

%.00

1;5.5?6 T!m 13?.?05 T!m

0.0100

0.?5

rm! = 0,;Z1//=

1 IEN

0.00;9















POR IMPACTO BI = IB L DISEÑO POR ROTURA B& = 1,3*B D@*5/3*BL@BI Es&$% %t(!t$ 't"m u& = B&/*# Es&$% %t(!t$ %$s"st$!t$ #$ !%$t u =*0,5*QZ1/@1;5rB&#/ ^ 1;5rB&#/M& < 1,00 (%( $s&$% #$ %t$

 Js(!# $st%"s #$ f = 1/Q S = A)/**u A)/**u&fu &fu  S" B&  0,5 f B B , A)m! = 3,5S/

C3;3,5* 7+8*23 97 %$

.00

ACERO LATERAL

P "!( "!( 1

VI =

%." %."%% T/

V =

%6.! T/

=

''.1 Q$,4!

r = B&#/M& = f = ,= ,=

0.0045 0.11 J JS SAR = 0.?5 ."6 Q$,4! -.' Q$,4! 0 .534 m 6?.9? m 45.0 45.00 0 m Sm S m2 =

, A) = S= S<#/= B&0,5 fB

 - '0  R7+83 

u =0,53*QZ1/

0.'!' u = fu fu = fu fu = SI NE NECESITA ESTRIBOS

0.000 ?6.?6 m

0.'0 0.!0 0.%0 0."0

C&(!# '( )"7( t"$!$ m(s #$  *0,61 m #$ ('t

ASL = 10 As E' $s("(m"$!t $!t%$ (%%(s : E' m$!% #$ :

ASL =

.6'" ,4!

30 m = 30.00  = 35.00 U+543+ S= %0.000 N&m$% #$ ""$%%s s$ s$%: ] ""$%%s = *U  15/S ] "$%%s = .??3 U+543+  7**. = !.00 As = .154 ' &(' $s (%2"m(#(m$!t$ &!( )(%"''( #$ f = 5/?Q Af = 1.9;9

m m ,,4 4

/9597+ >3* ;593 m / (%%( m

?.?69 >7/m ;.53? >7/m ;.1?? >7/m

















P7"!( 

%.0 DISEÑO POR SERVICIO M=  =  =  = 0,4 s = 0,4 % = s /  Es = E = 15,000 **1/ = ! = Es/E = 6 Js(% ! = X = ! / *! @ %  = 1  X / 3 X =

400 ?0 11 16?0 15 000000 5099?.00;9603 ;.96?190;?9 ? 0.34;?60?; 0.??405;9;1 34.439?35665

6.6" T3/ ? 4 >7/m >7/m >7/m >7/m >7/m >7/m

VERIFICACION DEL PERALTE U(''(!# 's mm$!ts % s$%)""

Ms = MD @ ML @ MI

M+ =

6.6" T/ T/?4$4















DISEÑO DE ESTRIBOS PUENTE MICAELA BASTIDAS

PROYECTO PROYECTO EXPEDI EXP EDIENTE ENTE UBICACIÓN UBICACIÓ N EVALUADOR EV ALUADOR ZONAL ZON AL

: PUENTE CARROZA CARROZABLE BLE MARGOS : '0?!0 '0?!000?0! 00?0!" " : CASERIO MICAELA BASTIDAS : ING. LUIS ALBERT ALBERTO O CALDAS ALV ALVARADO ARADO : UA UANU NUCO CO

DATOS ALTJRA DE APAT APATA A CIMENTACION CIMENTACION *m TIPO DE TERRENO *>7/m ANCUO DE PJENTE *m LJ DEL PJENTE *m ALTJRA DEL ESTRIO *m ANJLO DE RICCION INTERNA *7%(#

9 = A = L =  =

'.00 !.0 ".0 '"."0 6.00 %.00















F7*H5+ 7*8,5;7+ 5,85/87+ P"*t! P1 P P3 E) Tt(' )=Mt/P" =EhDh/P" $=/*)

"*m ?.?0 6.?66 ?.5? .?16 6.544

.4 1.? 1.00 .1;

M"*T!m 19.?; 1.35? ?.5? 6.10 46.914

1.;; m 0.;3 m 0.31 m

V7*,5,3/7+ V7*,5,3/ 7+ 97 E+7*H3+ 97 T*5,,3/  C34>*7+3/J P =)*1@6$//*(

C773 5; 3;873

'6.6"
CONFORME















F7*H5+ 7*8,5;7+ 5,85/87+ P"*t! P1 P P3 P4 P5 E) Tt(' )=Mt/P" =EhDh/P" $=/*)

"*m ?.?0 6.?66 ?.5? 10.350 4.?00 3.;4 4.619

3.4 .? .00 .5 4.10 4.50

.91? m 0.69; m 0.030 m

VERIFICACIONES '?V7*,5,3/ 97 ,34>*7+3/  8*5,,/

M"*T!m ?.15 19.3 1;.164 3.?? 19.6?0 16.?39 14.346

/6 $</6,

/6= 0.;5 CONFORME















FONCODES HOJA

PROYECTO EXPEDIENTE UBICACIÓN EVALUADOR

DE

METRADOS

: PJENTE CARROALE MAROS : 10000045 : CASERIO MICAELA ASTIDAS : IN. LJIS LJ IS ALERTO CALDAS ALBARADO ALBARADO

PRESUPUESTO : PUENTE VIGA?LOSA Y ESTRIBOS PARTIDA N

DESCRIPCION

N

LARGO

A N C O

ALTO

PARCIAL

TOTAL

U ND































FONCODES











































DIMENSIONES DEL PUENTE LOSA

DIMENSIONES DEL ESTRIBO







































Puente Losa

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