puente metalico lrfd sdelgado

8/10/2019 Puente Metalico LRFD SDelgado

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Aplicacin de la norma AASHTO-LRFD 2004Ing. Sebastin Delgado MSc.

18

PUENTE CON VIGAS DE ACERO

( )

2

2

280'

362530

cmkf

Acm

kF

c

y

=

=

=

=

4

2

833,278

24713033

cmI

cmAWviga

Se propone una seccin sencilla formada por una viga W33x130 y unaplancha de 270x1.5 cm y una losa con espesor tsde 18 cm.

( )

3

3

4

22

136,948,37

422,342

130,702,48

422,342

422,342

2

1,548,375,12748,375,12

84247833,278

02,4848,375,85

48,37

48,375,127247

5,1272

1,52475,1

2

84

cmS

cmS

cmI

I

cmy

cmy

cmY

i

s

s

i

==

==

=

+

++=

==

=

=+

+

+

=

13033W

27

5,856,79=D 84

5,1=wt

2,2=ft

2,2=ft

1 2 2 2 1

L=20m

29=fb

5,1=pt


2/10


19

Propiedades resultantes para la seccin Simple

3

3

4

2

136,9

130,7

422,342

5,287

cmS

cmS

cmI

cmA

i

s

=

=

=

=

Seccin Compuesta a corto plazo

ccLOSA

sVIGA

f'EE

cmkEE

15100abaseenCalculado1025,0

101,2

6

26

==

==

Se trabaja con la seccin transformada a Acero

Clculos de la seccin transformada con n

bef

5,8589,72

89,725,85

2/18

20,26

=

=+=+

==

ControlamS

bftsbef

220

5,2302291812212

50042000L

cmn

2,264,8

220220==

18=ts


3/10


20

( ) ( )

cmY

Y

89,72

184,82205,127247

2185,85184,8

2205,12725,12475,12

84

=

++

+

+++

=

( )( )

( )( ) 423

22

836,93521889,725,8518

4,8

220

12

184,8220

25,189,725,1275,12

8489,72247833,278

cm

I

=++

+

+++=

( )

3

3

839,1289,72

836,935

214,7489,725,85

836,935

cmS

cmS

s

s

==

=

=

Seccin Compuesta con n

3

3

4

839,12

214,74

836,935

cmS

cmS

cmI

i

s

=

=

=

Seccin compuesta a largo plazo (3n)

2,254,833 ==n

5,85

89,72

89,725,85

2/18

cmn

73,85,25

2203220 ==

18=ts


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21

( )

( )( )

( )( )

( )

3

3

423

22

748,1163,57

042,677

293,2463,575,85

042,677

042,67721863,575,8518

2,25

220

12

18

2,25

220

25,163,575,1275,12

8463,57247833,278

63,57182,25

2205,127247

2185,85182,25

2205,12725,12475,12

84

cmS

cmS

cm

I

cmY

i

s

==

=

=

=++

+

+++=

=++

++++

=

Seccin Compuesta con 3n|

3

3

4

748,11

293,24042,677

cmS

cmS

cmI

i

s

=

==

Cargas para seccin sencilla

( )

mkM

mkW

mkW

mkW

mkW

DC

DC

separador

losa

viga

900,618

20238,1

238,1

22

990250018,02,2

226785010000

5,127247

2

1

1

=

=

=

=

==

=+

=

Cargas para seccin compuesta a largo plazo 3n

mkM

mkW

mkW

mkW

DC

DC

v

asfalto

v

defensa

350,258

20507

507

2194

225005,08,7

2884

5762

2

2

2

=

=

=

==

=

=


5/10


22

Solicitacin por carga viva

Se calculan los factores de distribucin por flexin y corte

( ) ( ) 187,728,1002,575,287422,3421025,0

101,2

02,5721802,48

422,342

5,287

26

62

4

2

=+

=+=

=+=

=

=

g

c

sg

g

AeIE

Ek

cme

cmI

cmA

45,01820100

187,728,10

20

20,2

27,4

20,206,0

1,0

3

3,04,0

1=

+=mg

62,0

1820100

187,728,10

20

2,2

9,2

2,2075,0

1,0

3

2,06,0

2=

+=mg

76,067,10

2,2

65.3

2,22,0

65,06,7

2,236,0

2

2

1

=

+=

=+=

v

v

g

g

mkM

controlamkM

mkM

demLL

LLH

aDistribuid

=

=

=

=

=

=

366,1022

20,120890,10

)(443,1254

516,1427,4

71,02

20

20

516,1425,2

600,478

20952

tan

2

20516

2

mkM

mkM

IMLL

IMLL

==

=+=

+

+

952,132439,21462,0

439,214443,12533,1600,47

20 m

11,890

1,20

11,890

(20-1,20)/2

11,890

11,890


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23

INVESTIGACIN DEL EJE NEUTRO

Fondo viga 33,1045,1272,229 cmtbptbA pff =+=+=

Patn + Plancha de refuerzo ( ) cmy 88,15,1272,229 2/5,15,1275,12/2,22,229 =+++

=

( ) ( )kg

kgAtbFP

kgtDFP

kgtbFP

kgtbeffP

ppfyt

wyw

ffyc

scs

375,727

879,2635,1272,2292530

082,3025,16,792530

414,1612,2292530

480,9421822028085,0.'85,0

=

=+=+=

===

===

===

Se determina la posicin del eje neutro obligando al equilibrio

cmY

Ybf efc

89,1322028085,0

375,727

375,727'85,0

=

=

=

y

cP

WP

tP

..NEybefcfPs ..'85,0= sd

cd

Wd

td

y sP

cP

WP

tP

..NE

5,1=pt

2,2=ft


7/10


24

( ) ( )

( ) ( )

( ) ( ) ( ) cmyttDtYtd

cmDtYtd

cmt

Ytd

cmY

d

pfcst

csw

csc

s

73,8782,16,792,289,1318

11,462

6,792,289,13182

21,522,289,13182

94,62

89,13

2

=+++=++++=

=++=++=

=+=+=

===

ttwwsefcp dPdPdYbfM ++= '85,0

mkcmk =

+++=

673,429399,967,42

73,87879,26311,46082,30221,5414,16194,689,1322028085,0

+

=

'4

85,0

4

85,05

D

DMMMMM

ppyyp

n YD

DD

p

p

=

> '

++=

5.7' hs

ttdD 70.0= 0.0=ht 18=st

=ADM Momento por carga viva adicional que causa la fluencia de la viga.

( ) okMmkM

mkM

mkM

M

cmDmD

mkM

MMMM

mkM

S

M

S

MFSM

nu

n

n

n

p

y

ADDCDCy

AD

ni

DC

i

DC

yinAD

=+++=

=

=

=

+

=

=

+==

=++=

++=

=

=

=

466,344952,13275,1950,105,1)400,14900,61(25,1

122,410

0.1

122,410

66,9

89,13

4

673,429383,29585,0

4

383,29585,0673,4295

66,95,7

185,857,0'89,13

383,295133,210350,25900,61

133,210748,11

100350,25136,9

100900,612530100

839,12

21

3

21


8/10


25

Revisin del cortante

cmt

cmD

w 5,1

6,79

=

=

yww F

E

t

D46,206,53


9/10


26

Formulas para la revisin por corte de vigas metlicas

Requisito de seguridad 00,1, = fnfu VV

Viga sin rigidizadores

vwywfnf CtDFV =

Si 1,0CCompactaesAlmaEl7146,2 v =ywF

Etw

D

Si 8307,346,2


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27

( )D

EtV

F

tD

ECv

wn

yw

w

3

2

55,40,1

844,7

=

=

Vigas con rigidizadores

Si )swywnfpfu CDtFVMM 58,00,15,0 = ( )2

1187,0

++=

Dd

CCC os

Si RCDtFVMM swywnfpfu 58,00,15,0 =

nfr

yfr

ur

MM

MM

MMR

=

+= 1

75,04,06,0

Si 00,11,1 = CF

EK

t

D

yww

Si

55

5

52,128,1

1,138,11,1

2

2

>

+=

=

=

w

o

yw

w

wyw

yww

ywwyw

td

K

F

EK

t

D

Ct

D

F

EK

F

EK

tD

CF

EK

t

D

F

EK

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