DISEÑO DE SUPERESTRUCTURA DE C°A° DE UN PUENTE L=25M

8/20/2019 DISEÑO DE SUPERESTRUCTURA DE C°A° DE UN PUENTE L=25M

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DISEÑO DE UN PUENTE: TIPO

I DATOS GENERALES:L = 25.00 m

CARGA VIVA = HL-93

2 CARRILES DE = 3.60 c/u

2 VEREDAS DE = 0.75 m

RECUBRIMIENT AS!ALT = 5.00 cm

ANCH DE CAL"ADA = 7.20 m

#ES ES#. DE CNCRET = 2.$0 T%/m

#ES ES#. DE AS!ALT = 2.00 T%/m

ES#ESR DE AS!ALT = 0.05 m

ANCH DE BARANDA = 0.375 m

&'c = 2(0 )*/cm2

&+ = $200 )*/cm2

1.325 5.30

7.95

AREA DE BARANDA = 0.2029 m2

#ES DE BARANDA = 0.$(70 T%/m

II PREDIMENSIONAMIENTO DE LA SECCION DE PUENTE:

II.1 CASO DE DOS VIGAS


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,= 0.279

H= .75

.9(75 3.9750

II.2 CASO DE TRES VIGAS

,= 0.20

H= .75

.325 2.650

II.3 CASO DE CUATRO VIGAS

,= 0.20

H= .75

.325 2.650


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III PREDIMENSIONAMIENTO DE VIGA:

III.1 ANCHO DE LA VIGA

ER CAS = 0.639 m

2D CAS = 0.525 m

3ER CAS m1%1m = 0.$5 m

4 4&4%4,1 = 0.45 m

IV DISEÑO DE LOSA:

IV.1 CARGA MUERTA: DC

= 0.$( T%/m

.325 2.650

0.76 0.557

0.608

.$9

0.5280.636 0.449

0.557

-0.$2 -0.2

0.28 0.273 0.098 0.0


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0.2

IV.2 CARGA DE ASALTO: D!

= 0.00 T%/m

0.375 0.95

.325 2.650

0.25 0.$0

0.102

0.073 0.1180.095

0.$0

-0.0$5 -0.065

0.026 0.0195 0.036 0.0

0.033

IV.3 CARGA DE "ARANDA: DC

= 0.$(7 T%

0.33 .92

.325 2.650


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0.329

.92

-0.$(7

-0.5( -0.5(

0.471 0.507 0.091

.767

-0.$70 0.290

IV.4 CARGA VIVA VEHICULAR: LL

IV.4.1 VISTA RONTAL

3.6 $.(0 T% $.(

$.30 $.30

IV.4.2 VISTA PLANTA

.( 7.$ 7.

.( 7.$ 7.

IV.4.3 VISTA POSTERIOR

7.$ 7.$ 7.$

T#


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.(0 .20

V MOMENTO POSITIVO:

V.1 TREN DE CARGA HL$93

.(

7.$

.06 .590 0.2

.325 2.650

1 8

M1= 0 T%-m

M8= -2.33$ T%-m

M)= 0 T%-m 7.69

3.559

3.($

V.1 RAN%A PARA REPARTIR CARGAE & 2.118 '

V.1 ACTOR DE PRESENCIA MULTIPLE.P.M & 1.2 (((.)*+* 1 ,*++-

-2.33$

-.323

3.773

2.3(


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VI. MOMENTO NEGATIVO

VI.1 TREN DE CARGA HL$93 ..CN 2 TRENES DE CARGA

7.4 7.4.(

0.2 .59 .060

.325 2.650

1 8

2.$9

$.9(

7.$

VI.2 MOMENTOS EN LOS APO/OS

M1= -.55$ T%-m

M8= -2.9(( T%-m

M)= -.55$ T%-m

VI.3 RAN%A PARA REPARTIR CARGAE & 1.883 '

VI.4 ACTOR DE PRESENCIA MULTIPLE.P.M & 1 (((.)*+* 2 CARGAS DE

-2.9((


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$1.587

.(67

0.(25 0.992

.55$

2.292

.22

VII. MOMENTO NEGATIVO EN VOLADIO

7.$ 7.$

0.375 0.30 0.650

0.$25

.325

M = 3.145 T%-m

!.#.M = 1.2 DS TRENES DE CARGA

E = 1.981 m

MLL = 1.905 T%.m/m

VALRES DE LSA:

ASUMIMS DE 5/( DIAMMETR DE

,= 0.20 m

;

-

VIII. COM"INACIONESMMENT NEGATIV EN VLADI":


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Mu = % < .25 DC ; .50 D ; .75 LL

- = $.20 cm

= 00 cm

A

0.00 0.

.(($ .

2.0( .

2.029 .

2.029 .

2.029 .

2.029 .

2.029 .

2.029 .

A

C/ 0.$2 ..)>cu%,1 m1%1m = 0.002

c4? m1%1m = 3.3$0 cm2

c4? 4 ?4@?,1c1% = 67.00

= 2.2$ cm2

c4? 4 ,4m@4?,u? = 3.60 cm2

.2Mc? = 2.677 T%.m/m

.33Mu = 7.20 T%.m/m

MMENT NEGATIV ENTERMEDI:

Mu = % < .25 DC ; .50 D ; .75 LL

- = $.20 cm

= 00 cm

A

0.00 $.3

0.77$ $.5

0.796 $.5

0.796 $.5

0.797 $.5

0.797 $.5

0.797 $.5

0.797 $.5

0.797 $.5


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A

C/ 0.$2 ..)>cu%,1 m1%1m = 0.002

c4? m1%1m = 2.($0 cm2

c4? 4 ?4@?,1c1% = 67.00

= .90 cm2

c4? 4 ,4m@4?,u? = 3.60 cm2

.2Mc? = 2.677 T%.m/m

.33Mu = 2.96 T%.m/m

MMENT #SITIV:

Mu = % < .25 DC ; .50 D ; .75 LL

; = 6.70 cm

= 00 cm

A

0.00 (.6

.529 9.0

.602 9.

.606 9.

.606 9.

.606 9.

.606 9.

.606 9.

.606 9.

A

C/ 0.$2 ..)>,*#-* '-#-'* = 0.002

*,+ '-#-' = 3.3$0 cm2*,+ +)*+-,-# = 67.00

= 6.0 cm2

*,+ ')+*+* = 3.60 cm2 CA#

2 CA#

1.2M,+ = 2.677 T%.m/m1.33M = 6.(7 T%.m/m

ACEROS INALES:


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A; = 9.0 ; .( =

58

A- = = .50 ; .( =

58

A ?4@?,1c1% = 6.0 ; 0 =

12

.(0 cm2

A ,4m@4?,u? = 3.60

.(0 cm2

I. PREDIMENSIONAMIENTO DE VIGA DIARAGMA

0.20LSA

?4cu?1m14%, 0.20 0.36um1

1.20 V.D V.D >. V.D V . P

?4cu?1m14%,

um1 0.15L.4 1 1&?m

0.4

S' = 2.2

L1&? = 55 V.D!. .20

L1&? = 7.2

4@c = 4L.4 1 1&?m = 6.25

I. DISEÑO DE VIGA PRINCIPAL INTERIORI. 1 CAMION DE DISEÑO


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3.60 $.(0

$.3 $.

$.0 6.25

2.50

I. 2 TANDEM DE DISEÑO

.20

.

6.25

2.50

I. 3 CARGA DISTRI"UIDA

M = L2 / (

MLL = 2$2.9$

M IM = 55.$202

0.20 LSA


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.55 V .

I N T E R I R

.00 0.$5 .

2.650

I. 4 METRADO DE CARGA

A. PESO & LOSA VIGA

#ES = 2.9$6 T% / m

M & 230.16 T#.'

". PESO DE VG. D.#ES = 2.53$ T% / m

2.53$ 2.53$ 2.5

6.25 6.25

0 3.25 6.25

2.50

M & 31.68

M DC & 261.84

C. PESO DEL ASALTO


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#ES = 0.265

M D! & 20.70

I. 5 ACTOR DE DISTRI"UCION DE MOMENTOS


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OSA DE CONCRETO ARMADO

: @u4%,4 4 c%c?4, ?m ,1@ *: L= F 6m - $ m

0.375

#= 2

S& 2.65

0.5S& 1.325

1.325 0.4S& 1.06


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.9(75

m

2.650 .325

m

2.650 .325


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>4c4? 4 * ,?4 , u4 cum@* * c%1c1%4 JJJJ

2.650 .325

0.449 0.636

0.528

0.608

0.76

-0.$2

98 0.273 0.28


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0.2

2.650 .325

0.095

0.118 0.073

0.102

0.25

-0.0$5

36 0.0195 0.026

0.033

0.$(7 T%

2.650 .325


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0.$(7

-0.329

-0.5(

0.471 0.507

.5$

-0.$70

T%

.$

.(

.$

7.$


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.(0

7.$

0 2.$$0

2.650 .325

)

0.29

0.7(

0.$07


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7.4 7.4

.060 .59 0.2

2.650 .325

)

$.9( 7.$

2.$9

TRENES


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.(67

0.992 0.(25

.55$

2.29

.27

4 = 0.30 ?4*m4%,

5/( = .60 cm

= 6.7 CM

= $.2 CM


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; .75 IM K = 5$32(.02 )*/cm2 5.$3 T%-m / m

7( .(($

37 2.0(

95 2.029

00 2.029

00 2.029

00 2.029

00 2.029

00 2.029

00 2.029

= 11.50 cm2

= 2.09 cm

c = 2.$6

>.)))

Muc?1,1c = 2.677 ..))

; .75 IM K = 22239.0 )*/cm2 2.22$ T%-m/m

(7 0.77$

0 0.796

3 0.796

$ 0.797

$ 0.797

$ 0.797

$ 0.797

$ 0.797

$ 0.797


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= 4.51 cm2

= 0.77 cm

c = 0.9

>.)))

Muc?1,1c = 2.677 ..))

; .75 IM K = 565$3.25 )*/cm2

6$ .529

(0 .602

0 .606

02 .606

02 .606

02 .606

02 .606

02 .606

02 .606

= 9.10 cm2

= 1.606 cm

c = .(9

>.)))

= .( cm2

S= .( cm2

Muc?1,1c = 2.677 ..))


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0.90 cm2

; 0.18 '

3.30 cm2

; 0.15 '

6.0

; 0.21 '

38 ; 0.40 '

38 ; 0.40 '

H= .75


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$.(0

3

$.0

M = 67.9$ T%.m

2.50

.20

2

5.65

M = 33.2( T%.m

2.50

= 75.00 T%.-m

T%.-m

T%.-m


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.20

00

3$ 2.53$ 2.53$

6.25 6.25

3.25 0

2.50

T#.'

T#.'


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T% / m

T#.'


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DISEÑO DE SUPERESTRUCTURA DE C°A° DE UN PUENTE L=25M

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