pantalla del cabezal alc 1

7/24/2019 Pantalla Del Cabezal Alc 1

1/150

Proyecto: "Construccin del Puente Carrozable sobre el Ro Huallaga -Puerto Megote C. P. Paraso, Distrito de Choln - Maran - Hu!nuco"

M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

DISEO DE ESTRIBO EN LA MARGEN DERECHA DEL PUENTEDATOS GEOMTRICOS DEL ESTRIBO:

MATERIALES

f'c= 210

Fy= 4200

2.4

ZAPATA:

Le= 2.25 m hz= 1.40 m

Bz1= 2.80 m Bz2= 2.20 m

PANTALLA:

tv1= 1.40 m hv1= 5.45 m hv3= 1.50 m tv3=

tv2= 1.40 m hv2= 4.00 m hv4= 1.30 m tv4=

tv7= 0.45 m s1= 1.00 ht= 0.95 m tv5=

tv6= 0.45 m s2= 1.00 hr= 7.34 m

tv8= 0.20 m s3= 1.00

OTROS:

C=

tv3

tv4

tv5

tv2

h3

hz

hv1

ht

hv2

hv3

hv4

tv6tv7

tv8

H

s1

s3

s2

tv1 Bz2Bz1

B

hr


2/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

B= 6.40 m H= 8.85 m h3= 2 m SC=

EMPUJE DE TIERRA ESTTICO:

DATOS GEOTCNICOS:

= 1.82 != 18.1167 "#=0.68905

Empuje en la base: er= 9.20 $%m&Resultante: r= 33.78 $%mBrazo al piso: 2.45 m

Altura equiv. S/C: hs= 0.16 mEmpuje de la S/C: es= 0.21 $%m&Resultante: s= 1.13 $%mBrazo al piso: 2.73 m

PARMETROS PARA LA ESTABILIDAD AL DESLIZAMIENTO:

Friccin: f= 0.2140Coesin: c= 0.20 ()cm&

CARGAS DE LA SUPERESTRUCTURA:

REACCIONES POR CARGA MUERTA:

!orres: *= 240.87 $% += 2.

RECCIONES POR CARGA VIVA:

!orres: *= 158.79 $% += 2.

CARGAS DEBIDO AL ESTRIBO Y LOS RELLENOS:

PESOS POR ANCHO UNITARIO:

"apata:

*= 21.50 $% += 3.

#antalla$#arte %:

*= 13.44 $% += 2.

$%m,

-r=

-s

Ko

f =


3/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

#antalla$#arte %%:

*= 0.24 $% += 3.75

*= 0.24 $% += 2.05

#antalla$#arte %%%:

*= 1.08 $% += 2.58

*= 3.36 $% += 3.50

*= 1.08 $% += 4.43

#antalla$#arte %&:

*= 0.46 $% += 3.85*= 0.05 $% += 4.02

*= 0.94 $% += 4.10

RELLENOS:

'elantero: *= 8.01 $% += 1.10

#osterior: *= 25.41 $% += 5.23*= 3.28 $% += 3.83

*= 0.18 $% += 3.90

CARGAS DEBIDO AL SISMO:

CLCULO DEL COEFICIENTE SSMICO:

Coe(ciente de Aceleracin S)smica: = 0.28

"ona S)smica: /= 3!ipo de #er(l de Suelo: Coe(ciente de Sitio: S= 1.5

1.sn

C =


4/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

FUERZA SSMICA POR CARGA VIVA:

Coe(ciente de Aceleracin: Cs= 0.28Car*a S)smica: LS= 44.46 $%

FUERZA SSMICA POR LA SUPERESTRUCTURA:

LS=111.905 $% -= 6.85

FUERZA SSMICA POR EL ESTRIBO: "h=

"apata: *= 3.01 $% -= 0.70 m

#antalla$#arte %: *= 1.88 $% -= 3.40 m

#antalla$#arte %%: *= 0.03 $% -= 5.70 m*= 0.03 $% -= 2.60 m

#antalla$#arte %%%: *= 0.15 $% -= 6.35 m*= 0.47 $% -= 6.13 m

*= 0.15 $% -= 5.35 m

#antalla$#arte %&: *= 0.06 $% -= 7.33 m

*= 0.01 $% -= 7.48 m*= 0.13 $% -= 8.20 m

FUERZA SSMICA POR LOS RELLENOS:

'elantero: *= 1.12 $% -= 2.40 m#osterior: *= 3.56 $% -= 4.37 m

*= 0.46 $% -= 3.40 m

*= 0.03 $% -= 5.55 m

EMPUJE ACTIVO POR EL RELLENO:

#or Sobrecar*a: 1= 1.16 $%#or Relleno: 2= 25.77 $%

RELLENO CRITERIO DE MONONOBE-OKABE (ESTTICODINMICO!:

( ).s s

F PD PL C= +

.s s h

F W k=2

h

ZK =

2

2

( ) ( ). (1

. . ( ) ( ). (AE

Cos Sen SenK

Cos Cos Cos Cos Cos

+ = +

+ + + +

2.. .(1 )2

AE AE v

HE K K= 23

v hK K=

11

aSenKSen

= +


5/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

"v= 0.093 != 18.1167 = 0 = 0

= 0.2140 = 8.78 = 12.08

1.366

#osterior: 60.71 $%Car*a 'in+mica ,eta: 33.79 $% -= 4.40 m

ANLISIS DE ESTABILIDAD Y ESFUERZOS EN EL TERRENO:

ESTABILIDAD AL DESLIZAMIENTO:

Considerando Slo #esos - Empuje del !erreno

F:erzs ;es= 0.566 " 1.5 Requiere %ncrementar las di

Considerando los #esos de la Subestructura - os Empujes 'in+micos:


En vista de que el caso ms crtico es cuando se incluye el empuje activo d

ssmicas, la primera solucin sera incrementar las dimensiones del estribo

va es la de permitir que los pilotes contribuyan en la estabilidad al desliza

Fuerza que !omar+n los #ilotes:

F:erzs ;es


6/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

Considerando los #esos de la Superestructura2 Subestructura - os Em

#me%t#s ;es


7/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

s mI%= 44.67 cm&

cer# ! 1J K 10.00 cm

ALTURA PARA CORTAR EL ACERO:

h= 218.83 m

h= 5.09 m

ACERO EN LA SEGUNDA CAPA:

#arte %n3erior:

s= 25.20 cm&

cer# ! 34J K 10.00 cm

#arte Superior:

s= 25.20 cm&

cer# ! 34J K 10.00 cm

DISEO DE LA ZAPATA:

%&

%'

@1= 13.33 $%m @= 12.72 $%m

@2= 8.93 $%m *r= 10.81 $%m

@3= 10.86 $%m *c= 3.36 $%m@4= 11.41 $%m

) * + ,

tv1 Bz2Bz1

B

( )3

1.72 6

u aM K

h =

0.0018 .As % t=

0.0025 .As % t=


8/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

DISEO DE LA PUNTA:

&eri(cacin por Corte:

D:= 12.38 $% 011!Dc= 85.52 $%

Acero de Re3uerzo:

:= 40.83 $%m M 4083052.11 ()cm

= 131 cm s= 8.41 cm&

= 5 cm %:ev# = 1.98 cm

G:ev# s= 8.31 cm&

s mI%= 25.20 cm&

!e emplear s= 25.20 cm&

cer# ! 1J K 20.00 cm

DISEO DEL TAL$N:


D:= 8.44 $% 011!Dc= 85.52 $%

Acero de Re3uerzo:

:= 13.96 $%m M 1395782.41 ()cm

= 131 cm s= 2.87 cm&

= 5 cm %:ev# = 0.68 cm

G:ev# s= 2.83 cm&

s mI%= 25.20 cm&


cer# ! 1J K 20.00 cm


9/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

DISEO DEN VSTAGO SUPERIOR I:

DETERMINACI$N DE LAS CARGAS DE DISEO:

Empuje de !ierra: = 0.11 $% -= 0.16Factor de Ampli(cacin de Car*a: 1.74omento 5ltimo por Empuje: = 0.03 $%m N 3188.74Cortante 5ltimo: D:= 0.20 $% N 195.229

VERIFICACI$N A CORTE Y FLE.I$N:

!Dc= 15.67 $% 011

= 24 cm s= 0.04 cm&

= 5 cm %:ev# = 0.01 cm

G:ev# s= 0.04 cm&

s mI%= 5.40 cm&

!e emplear s= 5.40 cm&cer# ! 12J K 20.00 cm


#arte %n3erior:

s= 5.40 cm&

cer# ! 12J K 20.00 cm

#arte Superior:

s= 5.40 cm&

0.0018 .As % t=


10/150


11/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

s= 5.40 cm&

cer# ! 12J K 20.00 cm

ACERO HORIZONTAL:

#arte %n3erior:s3= 2.50 M ! 38J K 25.00

s= 7.50 cm&

2s3= 5.00 M ! 38J K 12.50

#arte Superior:s3= 2.50 M ! 38J K 25.00

s= 7.50 cm&

2s3= 5.00 M ! 38J K 12.50

0.0025 .As % t=


12/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

:

()cm&

()cm&

0.30 m

0.20 m

2.00 m

$%m,


13/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

0.3 $%m&

0 m

0 m

0 m

0 m

1 sen=

( )2tan 3


14/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

m

m

m

m

m

mm

m

m

m

m

m

2 3

2.5

n

ASA

T


15/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

m

0.14

"= 0.526

)

)


16/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

ensiones

ensiones

ebido a las cargas

la otra alternati-

iento.


17/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

ujes 'in+micos

011

.

14.

m'nAs % $

F&=


18/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

hz= 1.40 m

z1= 2.80 m

z2= 2.20 m

v1= 1.40 m

B= 6.40 m


19/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#


20/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

m

()cm

")


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M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

cm

cm

cm

cm

m

()cm

")


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cm

cm

cm

cm


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M#$C$P%&$D%D D$'(R$(%& D) CH*&+#


MATERIALES

f'c= 210

Fy= 4200

2.4

ZAPATA:

Le= 0.58 m hz= 1.40 mBz1= 2.80 m Bz2= 2.40 m

PANTALLA:

tv1= 1.20 m hv1= 4.60 m hv3= 1.50 m tv3=

tv2= 1.20 m hv2= 4.00 m hv4= 1.30 m tv4=

tv7= 0.45 m s1= 1.00 ht= 1.85 m tv5=

tv6= 0.15 m s2= 1.00 hr= 7.34 m

tv8= 0.15 m s3= 1.00

OTROS:

C=

tv3

tv4

tv5

tv2

h3

hz

hv1

ht

hv2

hv3

hv4

tv6

tv7

tv8

H

s1

s3

s2

tv1 Bz2Bz1

B

hr


24/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

B= 6.40 m H= 8.80 m h3= 2 m SC=


DATOS GEOTCNICOS:

= 1.82 != 18.1167 "#=0.68905







Apo-o del #uente: *= 87.17 $% += 3.


Apo-o del #uente: *= 138.08 $% += 3.



"apata:

*= 21.50 $% += 3.

#antalla$#arte %:

*= 13.25 $% += 3.

$%m,

-r=

-s

Ko

f =


25/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

#antalla$#arte %%:

*= 0.24 $% += 3.75

*= 0.03 $% += 3.70

#antalla$#arte %%%:

*= 0.16 $% += 3.83

*= 1.08 $% += 3.90

*= 0.17 $% += 3.85

#antalla$#arte %&:

*= 0.03 $% += 3.85

*= 0.94 $% += 3.95

RELLENOS:

'elantero: *= 8.74 $% += 1.20

#osterior: *= 25.41 $% += 5.23*= 3.28 $% += 3.83

*= 0.18 $% += 3.90





1.sn

C =


26/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#




LS=63.0689 $% -= 6.00


"apata: *= 3.01 $% -= 0.70 m

#antalla$#arte %: *= 1.85 $% -= 3.70 m

#antalla$#arte %%: *= 0.03 $% -= 5.70 m*= 0.004 $% -= 6.05 m

#antalla$#arte %%%: *= 0.02 $% -= 5.93 m*= 0.15 $% -= 6.68 m

*= 0.02 $% -= 5.33 m

#antalla$#arte %&: *= 0.00 $% -= 7.45 m

*= 0.13 $% -= 8.15 m



*= 0.46 $% -= 3.40 m

*= 0.03 $% -= 5.55 m




( ).s s

F PD PL C= +

.s s h

F W k=2

h

ZK =

2

2

( ) ( ). (1

. . ( ) ( ). (AE

Cos Sen SenK

Cos Cos Cos Cos Cos

+ = +

+ + + +

2.. .(1 )2

AE AE v

HE K K= 23

v hK K=

11

aSenKSen

= +


27/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

"v= 0.093 != 18.1167 = 0 = 0

= 0.2140 = 8.78 = 12.08

1.366












F:erzs ;es


28/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#


#me%t#s ;es


29/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

cer# ! 1J K 12.50 cm


h= 218.83 m

h= 4.89 m


#arte %n3erior:

s= 21.60 cm&

cer# ! 1J K 20.00 cm

#arte Superior:

s= 21.60 cm&

cer# ! 1J K 20.00 cm

ACERO HORIZONTAL:

#arte %n3erior:s3= 10.00 M ! 34J K 25.00

s= 30.00 cm&

2s3= 20.00 M ! 34J K 12.50


s= 30.00 cm&

2s3= 20.00 M ! 34J K 12.50

DISEO DE LA ZAPATA:

%&

%'

)* + ,

( )3

1.7

2 6

u aM K h =

0.0018 .As % t=

0.0025 .As % t=


30/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

@1= 12.48 $%m @= 11.75 $%m

@2= 8.23 $%m *r= 10.81 $%m

@3= 10.09 $%m *c= 3.36 $%m

@4= 10.62 $%m

DISEO DE LA PUNTA:


D:= 14.46 $% 011!Dc= 85.52 $%

Acero de Re3uerzo:

:= 44.50 $%m M 4450262.16 ()cm

= 131 cm s= 9.16 cm&

= 5 cm %:ev# = 1.65 cm

G:ev# s= 9.04 cm&

s mI%= 25.20 cm&


cer# ! 1J K 20.00 cm

DISEO DEL TAL$N:


D:= 11.95 $% 011!Dc= 85.52 $%

Acero de Re3uerzo:

:= 18.79 $%m M 1879422.91 ()cm

= 131 cm s= 3.87 cm&= 5 cm %:ev# = 0.69 cm

G:ev# s= 3.81 cm&

tv1 Bz2Bz1

B


31/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

s mI%= 25.20 cm&


cer# ! 1J K 20.00 cm





!Dc= 25.46 $% 011

= 24 cm s= 0.80 cm&

= 5 cm %:ev# = 0.19 cm

G:ev# s= 0.72 cm&

s mI%= 5.40 cm&



#arte %n3erior:

s= 5.40 cm&

cer# ! 12J K 20.00 cm

#arte Superior:

s= 5.40 cm&

0.0018 .As % t=


32/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

cer# ! 12J K 20.00 cm

ACERO HORIZONTAL:

#arte %n3erior:s3= 2.50 M ! 38J K 25.00

s= 7.50 cm&

2s3= 5.00 M ! 38J K 12.50


s= 7.50 cm&

2s3= 5.00 M ! 38J K 12.50

DISEO DEN VSTAGO SUPERIOR II:


Empuje al trabajar como baranda= 12.30 $% -= 0.514omento 5ltimo por Empuje: = 6.27 $%m N 627300

Cortante 5ltimo: D:= 12.30 $% N 12300


!Dc= 15.67 $% 011

= 24 cm s= 7.72 cm&

= 5 cm %:ev# = 1.82 cm

G:ev# s= 7.19 cm&

s mI%= 5.40 cm&


cer# ! 12J K 15.00 cm


#arte %n3erior:

s= 5.40 cm&

cer# ! 12J K 20.00 cm

#arte Superior:

0.0025 .As % t=

0.0018 .As % t=


33/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

s= 5.40 cm&

cer# ! 12J K 20.00 cm

ACERO HORIZONTAL:

#arte %n3erior:s3= 2.50 M ! 38J K 25.00

s= 7.50 cm&

2s3= 5.00 M ! 38J K 12.50


s= 7.50 cm&

2s3= 5.00 M ! 38J K 12.50

0.0025 .As % t=


34/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

:

()cm&

()cm&

0.30 m

0.20 m

1.35 m

$%m,


35/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

0.3 $%m&

0 m

0 m

0 m

0 m

1 sen=

( )2tan 3


36/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

m

m

m

m

m

m

m

m

m

m

m

2 3

2.5

n

ASA

T


37/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

m

0.14

"= 0.526

)

)


38/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

ensiones

ensiones

ebido a las cargas

la otra alternati-

iento.


39/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

ujes 'in+micos

011

.

14.

m'nAs % $

F&=


40/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

cm

cm

cm

cm


41/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

hz= 1.40 m

z1= 2.80 m

z2= 2.40 m

v1= 1.20 m

B= 6.40 m


42/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

m

()cm

")


43/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

cm

cm

cm

cm

m

()cm

")


44/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

cm

cm

cm

cm


45/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#


MATERIALES

f'c= 210

Fy= 4200

2.4

ZAPATA:

Le= 8.40 m hz= 1.40 mBz1= 2.80 m Bz2= 2.40 m

PANTALLA:

tv1= 1.20 m hv1= 4.60 m hv3= 1.50 m tv3=

tv2= 1.20 m hv2= 4.00 m hv4= 0.00 m tv4=

tv7= 0.45 m s1= 1.00 ht= 1.85 m tv5=

tv6= 0.15 m s2= 1.00 hr= 7.34 m

tv8= 0.15 m s3= 1.00 hv5= 1.68 m

tv9= 0.30 m s4= 0.75 hv6= 0.25 mtv10= 0.20 m hv7= 0.20 m

OTROS:

C=

tv3

tv4

tv5

tv2

h3

hz

hv1

ht

hv2

hv3

hv4

tv6

tv7

tv8

H

s1

s3

s2

tv1 Bz2Bz1

B

hr

tv9

hv5

tv10

s4hv6hv7


46/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

B= 6.40 m H= 7.50 m h3= 2 m SC=


DATOS GEOTCNICOS:

= 1.82 != 18.1167 "#=0.68905







Apo-o del #uente: *= 87.17 $% += 3.


Apo-o del #uente: *= 138.08 $% += 3.



"apata:

*= 21.50 $% += 3.

#antalla$#arte %:

*= 13.25 $% += 3.

$%m,

-r=

-s

Ko

f =


47/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

#antalla$#arte %%:

*= 0.24 $% += 3.75

*= 0.03 $% += 3.70

#antalla$#arte %%%:

*= 0.16 $% += 3.83

*= 1.08 $% += 3.90

*= 0.25 $% += 3.90

*= 1.21 $% += 3.20

*= 0.10 $% += 3.45

*= 0.02 $% += 3.42

#antalla$#arte %&:

*= 0.03 $% += 3.25

*= 0.00 $% += 3.20

RELLENOS:

'elantero: *= 8.74 $% += 1.20

#osterior: *= 25.41 $% += 5.23*= 3.28 $% += 3.83

*= 0.18 $% += 3.90





1.sn

C =


48/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#




LS=63.0689 $% -= 6.00


"apata: *= 3.01 $% -= 0.70 m

#antalla$#arte %: *= 1.85 $% -= 3.70 m

#antalla$#arte %%: *= 0.03 $% -= 5.70 m*= 0.004 $% -= 6.05 m

#antalla$#arte %%%: *= 0.02 $% -= 5.93 m*= 0.15 $% -= 6.68 m

*= 0.04 $% -= 5.33 m

*= 0.17 $% -= 6.84 m

*= 0.01 $% -= 7.33 m

*= 0.00 $% -= 7.18 m

#antalla$#arte %&: *= 0.00 $% -= 7.45 m*= 0.00 $% -= 7.50 m



*= 0.46 $% -= 3.40 m

*= 0.03 $% -= 5.55 m




( ).s s

F PD PL C= +

.s s h

F W k=2

h

ZK =

2

2

( ) ( ). (1

. . ( ) ( ). (AE

Cos Sen SenK

Cos Cos Cos Cos Cos

+ = +

+ + + + 2.

. .(1 )AE AE vH

E K K

= 2

3v hK K=

1

1a

SenK

Sen

= +


49/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

"v= 0.093 != 18.1167 = 0 = 0

= 0.2140 = 8.78 = 12.08

1.366












F:erzs ;es


50/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#


#me%t#s ;es


51/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

cer# ! 1J K 12.50 cm


h= 218.83 m

h= 4.89 m


#arte %n3erior:

s= 21.60 cm&

cer# ! 1J K 20.00 cm

#arte Superior:

s= 21.60 cm&

cer# ! 1J K 20.00 cm

ACERO HORIZONTAL:

#arte %n3erior:s3= 10.00 M ! 34J K 25.00

s= 30.00 cm&

2s3= 20.00 M ! 34J K 12.50


s= 30.00 cm&2s3= 20.00 M ! 34J K 12.50

DISEO DE LA ZAPATA:

%&

%'

( )3

1.7

2 6

u aM K h =

0.0018 .As % t=

0.0025 .As % t=


52/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

@1= 12.64 $%m @= 11.89 $%m

@2= 8.21 $%m *r= 10.81 $%m

@3= 10.15 $%m *c= 3.36 $%m

@4= 10.70 $%m

DISEO DE LA PUNTA:


D:= 14.69 $% 011!Dc= 85.52 $%

Acero de Re3uerzo:

:= 45.18 $%m M 4517521.64 ()cm

= 131 cm s= 9.30 cm&

= 5 cm %:ev# = 1.67 cm

G:ev# s= 9.18 cm&

s mI%= 25.20 cm&


cer# ! 1J K 20.00 cm

DISEO DEL TAL$N:


D:= 11.85 $% 011!Dc= 85.52 $%

Acero de Re3uerzo:

:= 18.74 $%m M 1874134.29 ()cm

= 131 cm s= 3.86 cm&= 5 cm %:ev# = 0.69 cm

G:ev# s= 3.79 cm&

* + ,

tv1 Bz2Bz1

B


53/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

s mI%= 25.20 cm&


cer# ! 1J K 20.00 cm





!Dc= 45.05 $% 011

= 24 cm s= 0.80 cm&

= 5 cm %:ev# = 0.19 cm

G:ev# s= 0.72 cm&

s mI%= 5.40 cm&



#arte %n3erior:

s= 5.40 cm&

cer# ! 12J K 20.00 cm

#arte Superior:

s= 5.40 cm&

0.0018 .As % t=


54/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

cer# ! 12J K 20.00 cm

ACERO HORIZONTAL:

#arte %n3erior:s3= 2.50 M ! 38J K 25.00

s= 7.50 cm&

2s3= 5.00 M ! 38J K 12.50


s= 7.50 cm&

2s3= 5.00 M ! 38J K 12.50

DISEO DEN VSTAGO SUPERIOR II:


Empuje al trabajar como baranda= 12.30 $% -= 0.514omento 5ltimo por Empuje: = 6.27 $%m N 627300

Cortante 5ltimo: D:= 12.30 $% N 12300


!Dc= 15.67 $% 011

= 24 cm s= 7.72 cm&

= 5 cm %:ev# = 1.82 cm

G:ev# s= 7.19 cm&

s mI%= 5.40 cm&


cer# ! 12J K 15.00 cm


#arte %n3erior:

s= 5.40 cm&

cer# ! 12J K 20.00 cm

#arte Superior:

0.0025 .As % t=

0.0018 .As % t=


55/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

s= 5.40 cm&

cer# ! 12J K 20.00 cm

ACERO HORIZONTAL:

#arte %n3erior:s3= 2.50 M ! 38J K 25.00

s= 7.50 cm&

2s3= 5.00 M ! 38J K 12.50


s= 7.50 cm&

2s3= 5.00 M ! 38J K 12.50

0.0025 .As % t=


56/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

:

()cm&

()cm&

0.00 m

0.30 m

0.65 m

$%m,


57/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

0.3 $%m&

0 m

0 m

0 m

0 m

1 sen=

( )2tan 3


58/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

m

m

m

m

m

m

m

m

m

m

m

m

m

m

2 3

2.5

n

ASA

T


59/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

m

0.14

"= 0.526

)

)


60/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

ensiones

ensiones

ebido a las cargas

la otra alternati-

iento.


61/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

ujes 'in+micos

011

.

14.

m'nAs % $

F&=


62/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

cm

cm

cm

cm


63/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

hz= 1.40 m

z1= 2.80 m

z2= 2.40 m

v1= 1.20 m

B= 6.40 m


64/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

m

()cm

")


65/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

cm

cm

cm

cm

m

()cm

")


66/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

cm

cm

cm

cm


67/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

DISEO DE CMADE ANCLAJE EN LA MARGEN DERECHA DEL PUENMATERI

DIMENSIONAMIENTO: f'c= 2Fy= 42

2

DIMENSIONES:

hz= 3.50 m tv1= 12.00 m Bz1= 5.50 m

hv1= 5.72 m tv2= 0.65 m Bz2= 2.20 m

hv2= 3.00 m tv3= 6.00 m B= 19.70 m

hv3= 1.60 m tv4= 0.35 m

tv5= 5.00 m

ESFUERZOS /UE ACT0AN:

POR EFECTOS DEL PUENTE:

!raccin 6orizontal: H= 697.8 $% "ebido a los dos c!raccin &ertical: D= 285.2 $% "ebido a los dos c

C=

tv1 Bz2Bz1

B

tv3

hz

hv1

hv2

hv3

tv5tv4

H

V

tv2


68/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

POR PESO PROPIO DE LA CMARA:

&ista 3rontal de la c+mara:L1=

L2=

L3=

L4=

#esos del Anclaje:

*1= 3309.60 $%

*2= 1641.60 $%

*3= 29.72 $%

*4= 217.81 $%*5= 4.70 $%

ANLISIS DE ESTABILIDAD:


Fuerzas Actuantes: 697.8 $%Fuerzas Resistentes: 4918.24 $%

FS>= 1.508 # 1.50 011

ESTABILIDAD AL VOLTEO:

4omentos Actuantes: 8003.50226 $%

L1

L2

L3

L1L4

_

2_

Momentos resistentes

FSV Momentos actuantes=

_

. 1.5_

Fuerzas resistentes

FSD f Fuerzas actuantes= >


69/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

4omentos Resistentes: 53645.25 $%

FSD= 6.703 # 2.00 011

VERIFICACI$N DE ESFUERZOS Y RESISTENCIA DEL TERRENO:

VERIFICACI$N DE ESFUERZOS:

+= 9.28 m

e= 0.57 m " B6= 3.283 m 011

Con esto se garantiza que en la zapata no est# sometida a esuerzos de tracci

VERIFICACI$N DE PRESIONES EN EL SUELO:

@= 15.83 $%m&

@1= 14.65 $%m& 011@2= 10.32 $%m& 011

M MA!

P

=

2"

e !=

1,2

61

a

P e# #

" "

=


70/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#


71/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

TELES:0 ()cm&

00 ()cm&

4

bles

bles

$%m,


72/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

3.50 m

19.00 m

20.00 m

8.60 m

+= 9.85 m

+= 11.5 m

+= 5.825 m

+= 8.89 m+= 12.27 m


73/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

.


74/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#


75/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

DISEO DE LOS ALEROS DEL ESTRIBO EN LA MARGEN DERECHA DEL P

DATOS GEOMTRICOS DEL ALERO:

MATERIALES

f'c= 210

26.565 Fy= 4200

2.4

26.565

ZAPATA:

Le= 7.00 m hz= 0.45 m

Bz1= 3.30 m Bz2= 1.00 m

PANTALLA:

tv1= 0.40 m hv1= 4.00 m hr= 4.45 m

tv2= 0.25 m

OTROS:

C=

=

tv2

h3

hz

hv1 H

tv1 Bz2Bz1

B

hr


76/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

B= 4.70 m H= 4.45 m h3= 0 m SC=


DATOS GEOTCNICOS:

= 1.85 != 30 "=0.53665







"apata:

*= 5.08 $% += 2.

#antalla$#arte %:

*= 3.12 $% += 1.

RELLENOS:

'elantero: *= 0.00 $% += 0.50

$%m,

-r=

-s

f =

coscos

cosKa

=

+


77/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

#osterior: *= 38.21 $% += 2.90



Coe(ciente de Aceleracin S)smica: = 0.28"ona S)smica: /= 3!ipo de #er(l de Suelo: Coe(ciente de Sitio: S= 1.2


"apata: *= 0.71 $% -= 0.23 m

#antalla$#arte %: *= 0.44 $% -= 2.30 m






"v= 0.093 != 30 = 0 = 0

= 0.5774 = 8.78 = 30.00

1.843


"=

=

E=

1.snC =

.s s h

F W k=2

h

ZK =

2

2

( ) ( ). (1

. . ( ) ( ). (AE

Cos Sen SenK

Cos Cos Cos Cos Cos

+ = +

+ + + +

2.. .(1 )2

AE AE vHE K K= 2

3v h

K K=


78/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#




F:erzs ;es= 1.554 # 1.5 011


F:erzs ;es= 2.004 # 1.5 011



#me%t#s ;es


79/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

+= 2.16 m

e= 0.19 m " B6= 0.783 m 011



@= 20 $%m&

@1= 12.25 $%m& 011@2= 7.50 $%m& 011

DISEO DE LA PANTALLA:

VERIFICACI$N POR CORTE:

D:= 10.58 $% Dc= 26.11 $% !Dc= 22.20 $%

ACERO DE REFUERZO:

= 34 cm s= 15.120 cm&

= 5 cm G:ev# = 3.558 cm

:=1800297.42 ()cm G:ev# s= 14.781 cm&

s mI%= 11.33 cm&

cer# ! 34J K 25.00 cm


h= 147.36 cm

h= 2.87 m


M MA!

P

=

2"

e !=

1,2

61

a

P e# #

" "

=


80/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

#arte %n3erior:

s= 7.20 cm&

cer# ! 58J K 25.00 cm

ACERO HORIZONTAL:

#arte %n3erior:s3= 3.33 M ! 12J K 30.00

s= 10.00 cm&

2s3= 6.67 M ! 12J K 15.00


s= 6.25 cm&

2s3= 4.17 M ! 12J K 25.00

!e tomar en cada cara de la parte superor $ %.&'

DISEO DE LA ZAPATA:

%&

%'

@1= 12.25 $%m @= 11.60 $%m

@2= 7.50 $%m *r= 8.93 $%m

@3= 10.83 $%m *c= 1.08 $%m

@4= 11.24 $%m

DISEO DE LA PUNTA:&eri(cacin por Corte:

)* + ,

tv1 Bz2Bz1

B

0.0025 .As % t=


81/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

D:= 12.01 $% 011!Dc= 23.50 $%

Acero de Re3uerzo:

:= 9.37 $%m M 937024.55 ()cm

= 36 cm s= 7.40 cm&

= 5 cm %:ev# = 4.84 cm

G:ev# s= 7.38 cm&

s mI%= 8.10 cm&


cer# ! 34J K 32.50 cm

DISEO DEL TAL$N:


D:= 8.85 $% 011!Dc= 23.50 $%

Acero de Re3uerzo:

:= 42.91 $%m M 4291384.12 ()cm

= 36 cm s= 33.89 cm&

= 5 cm %:ev# = 22.15 cm

G:ev# s= 45.55 cm&

s mI%= 8.10 cm&


cer# ! 1J K 10.00 cm


82/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

UENTE

:

()cm&

()cm&

O

$%m,


83/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

0.3 $%m&

5 m

0 m

m

( )2tan 3

2 2

2 2

cos cos

cos cos


84/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

m

0.14

"= 0.537

23

2.5

n

ASA

T

)

)


85/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

ujes 'in+micos


86/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

.

011

.

14.

m'nAs % $

F&=


87/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

cm

cm

cm

cm

m de separacin.

hz= 0.45 m

z1= 3.30 m

z2= 1.00 m

v1= 0.40 m

B= 4.70 m


88/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#


89/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

DISEO DE LOS ALEROS DEL ESTRIBO EN LA MARGEN DERECHA DEL P

DATOS GEOMTRICOS DEL ALERO:

MATERIALES

f'c= 210

Fy= 4200

2.4

ZAPATA:

Le= 7.00 m hz= 1.40 m

Bz1= 3.45 m Bz2= 1.55 m

PANTALLA:

tv1= 0.70 m hv1= 4.85 m hr= 6.25 m

tv2= 0.30 m

OTROS:

C=

tv2

h3

hz

hv1 H

tv1 Bz2Bz1

B

hr


90/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

B= 5.70 m H= 6.25 m h3= 0 m SC=


DATOS GEOTCNICOS:

= 1.82 != 18.1167 "#=0.68905







"apata:

*= 19.15 $% += 2.

#antalla$#arte %:

*= 5.82 $% += 1.

RELLENOS:

'elantero: *= 0.00 $% += 0.78

$%m,

-r=

-s

Ko

f =


91/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

#osterior: *= 30.45 $% += 3.98





"apata: *= 2.68 $% -= 0.70 m

#antalla$#arte %: *= 0.81 $% -= 3.50 m






"v= 0.093 != 18.1167 = 0 = 0

= 0.2140 = 8.78 = 12.08

1.366


"=

=

E=

1.snC =

.s s h

F W k=2

h

ZK =

2

2

( ) ( ). (1

. . ( ) ( ). (AE

Cos Sen SenK

Cos Cos Cos Cos Cos

+ = +

+ + + +

2.. .(1 )2

AE AE vHE K K= 2

3v h

K K=

11

aSenKSen

= +


92/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#











F:erzs ;es


93/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

#me%t#s ;es


94/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#


h= 178.68 cm

h= 3.70 m


#arte %n3erior:

s= 12.60 cm&

cer# ! 34J K 20.00 cm

ACERO HORIZONTAL:

#arte %n3erior: s3= 5.83 M ! 12J K 20.00s= 17.50 cm&

2s3= 11.67 M ! 34J K 20.00


s= 7.50 cm&

2s3= 5.00 M ! 34J K 50.00

!e tomar en cada cara de la parte superor $ %.&'

DISEO DE LA ZAPATA:

%&

%'

)

* + ,

( )3

1.72 6

u aM K h =

0.0018 .As % t=

0.0025 .As % t=


95/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

@1= 12.25 $%m @= 12.04 $%m

@2= 7.19 $%m *r= 8.83 $%m

@3= 10.26 $%m *c= 3.36 $%m

@4= 9.19 $%m

DISEO DE LA PUNTA:


D:= 0.96 $% 011!Dc= 85.52 $%

Acero de Re3uerzo:

:= 17.29 $%m M 1728820.23 ()cm

= 131 cm s= 3.56 cm&

= 5 cm %:ev# = 0.64 cmG:ev# s= 3.50 cm&

s mI%= 25.20 cm&


cer# ! 1J K 20.00 cm

DISEO DEL TAL$N:


D:= 7.69 $% 011!Dc= 85.52 $%

Acero de Re3uerzo:

:= 18.43 $%m M 1843118.77 ()cm

= 131 cm s= 3.79 cm&

= 5 cm %:ev# = 0.68 cm

G:ev# s= 3.73 cm&s mI%= 25.20 cm&

tv1 Bz2Bz1

B


96/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#


cer# ! 1J K 20.00 cm


97/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

UENTE

:

()cm&

()cm&

$%m,


98/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

0.3 $%m&

5 m

3 m

m

1 sen=

( )2tan 3


99/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

m

0.14

"= 0.526

23

2.5

n

ASA

T

)

)


100/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

ensiones

ensiones

ebido a las cargas

la otra alternati-

iento.

ujes 'in+micos


101/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

.

011

.

14.

m'nAs % $

F&=


102/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

cm

cm

cm

cm

m de separacin.

hz= 1.40 m


103/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

z1= 3.45 m

z2= 1.55 m

v1= 0.70 m

B= 5.70 m


104/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#


105/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

DISEO DE ESTRIBO EN LA MARGEN IZ/UIERDA DEL PUENTE

DATOS GEOMTRICOS DEL ESTRIBO:

MATERIALES

f'c= 210

Fy= 4200

2.4

ZAPATA:

Le= 2.45 m hz= 1.40 m

Bz1= 3.00 m Bz2= 1.50 m

PANTALLA:

tv1= 2.50 m hv1= 4.70 m hr= 6.00 m

tv2= 2.50 m

OTROS:

B= 7.00 m H= 6.10 m h3= 2 m SC=

C=

tv2

h3

hz

hv1

H

tv1 Bz2Bz1

B


106/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#


DATOS GEOTCNICOS:

= 1.92 != 17.783 "#=0.69459







!orres: *= 240.87 $% += 4.


!orres: *= 158.79 $% += 4.



"apata:

*= 23.52 $% += 3.

#antalla$#arte %:

*= 28.20 $% += 4.

$%m,

-r=

-s

Ko

f =


107/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

RELLENOS:

'elantero: *= 5.76 $% += 1.50

#osterior: *= 8.83 $% += 6.25







LS=111.905 $% -= 6.10


"apata: *= 3.29 $% -= 0.70 m

#antalla$#arte %: *= 3.95 $% -= 3.75 m



*= 0.00 $% -= 1.40 m

*= 0.00 $% -= 1.40 m


#or Sobrecar*a: 1= 0.96 $%

1.sn

C =

( ).s sF PD PL C= +

.s s h

F W k=2

h

ZK =

11

aSenKSen

= +


108/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

#or Relleno: 2= 18.39 $%


"v= 0.093 != 17.783 = 0 = 0

= 0.2099 = 8.78 = 11.86

1.358








En vista de que el caso ms crtico es cuando se incluye el empuje activo dssmicas, la primera solucin sera incrementar las dimensiones del estribo


"=

=

E=

2

2

( ) ( ). (1

. . ( ) ( ). (AE

Cos Sen SenK

Cos Cos Cos Cos Cos

+ = +

+ + + + 2.

. .(1 )2

AE AE v

HE K K

=

2

3v hK K=

_. 1.5

_

Fuerzas resistentesFSD f

Fuerzas actuantes= >


109/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#


F:erzs ;es


110/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

DISEO DE LA PANTALLA:

VERIFICACI$N POR CORTE:

D:= 3.61 $% Dc= 187.40 $% !Dc= 159.29 $%

ACERO DE REFUERZO:

= 244 cm s= 3.086 cm&

= 5 cm G:ev# = 0.726 cm

:=2817418.19 ()cm G:ev# s= 3.059 cm&

s mI%= 81.33 cm&

cer# ! 1J K 6.00 cm


h= 169.47 m

h= 5.35 m


#arte %n3erior:

s= 45.00 cm&

cer# ! 1J K 10.00 cm

#arte Superior:

s= 45.00 cm&

cer# ! 1J K 10.00 cm

ACERO HORIZONTAL:

#arte %n3erior:s3= 20.83 M ! 34J K 12.50

s= 62.50 cm&2s3= 41.67 M ! 34J K 6.50

( )2

1.7 2

au r z

K

V h h $

= 0.53 ' .

c cV f % $ = u cV V= 1.505 # 1.50 011


L1

L2

L3

L1L4

_ 2_

Momentos resistentesFSVMomentos actuantes

=

_. 1.5_

Fuerzas resistentesFSD fFuerzas actuantes

= >


147/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

4omentos Actuantes: 8146.10226 $%4omentos Resistentes: 56267.97 $%

FS>= 6.907 # 2.00 011

VERIFICACI$N DE ESFUERZOS Y RESISTENCIA DEL TERRENO:

VERIFICACI$N DE ESFUERZOS:

+= 9.62 m

e= 0.48 m " B6= 3.367 m 011



@= 15.04 $%m&

@1= 14.15 $%m& 011@2= 10.62 $%m& 011

M MA!

P

=

2"

e !=

1,2

61

a

P e# #

" "

=


148/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

TE

0 ()cm&

00 ()cm&

4

bles

bles

$%m,


149/150


M#$C$P%&$D%D D$'(R$(%& D) CH*&+#

3.50 m

19.00 m

20.00 m

8.60 m

+= 10.1 m

+= 12 m

+= 6.325 m+= 9.39 m

+= 12.77 m


150/150


.

pantalla del cabezal alc 1

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