viga30

7/18/2019 Viga30

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1.32

0 . 1

7

0 . 0

6 0.44

1 . 1

1

0 . 2

2

0 . 1

4 0.58

0.19 0.20

1 . 7

0

0.12

0.03

m

t 652.0=

DIRECCION PROVINCIAL DE VIALIDAD

RUTA NAC. Nº 19 Tramo: Ruta Nac. Nº 11 – Ruta Prov. Nº 6

PROVINCIA DE SANTA FE

INFORME DE INGENIERÍA CAPÍTULO 8. PUENTES

1.2. TABLERO L!" m

1.2.1. AN#LI$I$ DE VI%A PRE&ABRICADA 1.2.1.1. GEOMETRÍA

Luz !"# $%&'&( L) 29.40 * A!+u,& - &,/u/-$- α= 465

1.2.1.2. ANLISIS DE CARGAS

1.2.1.2.1. Cargas permanentes

P(& %#&%/& /+$ %#$#/$-$

L&($ (u%#/&#

N#/&(

T&"$,m

t 63.1003.1627.0 =+=

P(& %#&%/& ,&($ /! (/"u

1.2.1.2.2 Pretensado !on m"todo d#re!to

44.0⋅

)( +⋅+++= 2.014.022.011.106.0 ] =⋅⋅⋅+⋅ 5.22

22.019.0214.038.0

m

t 003.15.2401.0 =⋅=

7/18/2019 Viga30


N

M

V

95.8

N

M

V

'

-, !#/& 85

1470

12

170





( )( )

( ) cmt P P

Le P q

t P y P V

tcm P N M

t P N

⋅⋅=−⋅⋅

=⋅⋅

=

⋅=⋅=

⋅=−−⋅=

⋅=

−522 107564.6

2940128588

09932.0'

2.19855.1618.95

9951.0

( )

9951.0cos

672,5

09932.0

1470103782.322'

1103782.3

14701285

0

2

2

22

=

=

=

⋅⋅⋅=⋅⋅=

⋅=

⋅=−→⋅=

α

α

xa y

cma

cma xa y

P#"!($-& 1: "$%$

T($-& /!//$, t P 4250 =

Lu+& #(u,"$ t N 423=

tm M 6.81=

t V 211.42=

m

t q 871.2=

P#-/-$( - %#"!($-&

S ("/*$ u! "&"$, - 15; 0 P ' , 50; - -/<$ %#-/-$ &u## ! ,$ /+$

%#$#/$-$ (&,$ $!"( -, *&!"$

0075.05.0 P P ⋅−=∆⋅

1.2.1.3. MODELO DEL ANALISIS

L$ ,&($ (u%#/&# ( -/(#"/z$ &! ,*!"&( /!/"&( "/%& $($#$ %,$!$ ' , !#/& - ,$/+$ &! ,*!"&( - $##$ (%$/$, u ( /!u,$! $ $-$ !&-& $ ,$ ,&($ (u%#/&#

7/18/2019 Viga30


2

5.8

5.161

4

2

5





&! u!$ =!"#//-$- /+u$, $ ,$ -/("$!/$ -(- , %,$!& *-/& - ,$ ,&($ <$("$ , $#/!"#/& -, !#/&.

Luz !"# $%&'&( L) 29.40 * A!+u,& - &,/u/-$- α= 465

E,*!"&( - %,$$ cme 17=

E,*!"&( - $##$ >!#/& - ,$ /+$?

24170 cm A =

cm yG 8.95=

495751 cm I eff x =

4453455 y I cm=

47243600 cm I eff z =

C&!("$!"(2

340cm

t E = ><&#*/+@! 30?

20.0=ν

1.2.1.4. ANALISIS ESTRBCTBRAL

S #$,/z$ , $!,/(/( ("#u"u#$, -, *&-,& -(#/%"& ! 1.2.1.3 $& ("$-&( -$#+$( -/!/-&( ! 1.2.1.2 *-/$!" , (&"$# STAADIII

7/18/2019 Viga30


25.53cm

kg x −=σ

t N 26.118=

tcm M 6207=

8.95

21.46 cm

kg

x =σ

t N 62.524−=

tcm 6207=

.95

tm M 24.130−=





S &"/!! -(%,$z$*/!"&( - !&-&( #$/&!( - $%&'& "!(/&!( ! ,$ ,&($(u%#/&# ' (u#z&( /!"#!&( ! , !#/& $ %$#"/# - ,&( u$,( ( $,u,$! ,$("!(/&!( ! ,$ /#$ (u%#/&# /!#/&# - ,$ (/@!.

ESFBEROS INTERNOS TENSIONES

E! ,$ (/@! !"#$,

P(& %#&%/& E,*!"& - ($#$2

0535.0cm

t x −=σ

E,*!"& - $##$ t N 26.118+=

P#"!($-& E,*!"& - $($#$2

0461.0cm

t x =σ

E,*!"& - $##$ t N 62.524−=

tm M 24.130−=

( )

losacm

kg

cm

kg

xσ σ

σ

≅−=−=⋅−=

=+=−⋅+=

2sup

2inf

7.538214.288.957243600

62074.28

3.849.554.288.951617243600

6207

4170

26.118

( )

losacmkg

cm

kg

xσ σ

σ

≅=+−=⋅−−=

−=−−=−⋅−−

=

2sup

2inf

4.462.1728.1258.957243600130248.125

2432.1178.1258.951617243600

13024

4170

62.524

tm M

tm M

t T

C

ext 11.1768

40.2963.1

36.175958.026.11807.62

26.118

42.1182.130170535.0

2

int

=⋅

=

=⋅+=

=

=⋅⋅=

=

2

0.0461 17 130.2 102.6

.

423

130.24 .

2.703 29.4076.42

ext

t

C

N t

= × × =

= + = −

= −

− −

− ×= +

7/18/2019 Viga30


24.21cm

kg x −=σ

t N 3.47=

tcm M 2482=

8.95





P#-/-$( /!//$,( - %#"!($-& 50 ; 1: "$%$

S (u%&!! ,$ */"$- - ,$( "&"$,( >1 "$%$?%5.7%155.0 =⋅

( ) ( )2sup00sup 5.31.46075.0425075.0

cm

kg P para p −=−⋅=∆→=→−⋅=∆ σ σ σ

( )2inf 00inf 2.18243075.0425075.0

cm

kg P para p =⋅=∆→=→−⋅=∆ σ σ σ

L&($ /! (/"u E,*!"& - $($#$2

0214.0cm

t x −=σ

E,*!"& - $##$ t N 30.47=

tcm M 2482=

DESPLAAMIENTOS

S/@! !"#$, !&-& 231

REACCIONES DE APOOS

E("$-& - $#+$ ' >*?

P(& %#&%/& 2.267

P#"!($-& 1: "$%$ 4.904

P#-/-$( - %#"!($-& 1: "$%$ 0.368

L&($ /! (/"u 0.907

( )

losacm

kg

cm

kg

xσ σ

σ

≅−=−=⋅−=

=+=−⋅+=

2sup

2inf

5.218.323.118.957243600

24823.11

6.333.223.118.951617243600

2482

4170

30.47

tm M

tm M

t

t C

ext 45.708

40.29652.0

13.70958.03.4782.24

30.47

37.432.130170214.0

2

int

=⋅

=

=⋅+=

=

=⋅⋅=

7/18/2019 Viga30






E("$-& - $#+$ A%&'& /zu/#-&N&-& 12

F'>"?

A%&'& -#<&N&-& 381

F'>"?

P(& %#&%/& /+$ 25.11 24.84

P#"!($-&

L&($ /! (/"u 10.04 9.95

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