DISEÑO PUENTE SECCION COMPUESTA L=24.50 COMPLETO (DOS CARRILES)

DISEÑO DE PUENTE DE SECCION COMPUESTA-PUENTE COMPUESTA-PUENTE AMBO DATOS Y ESPECIFICACIONES LOSA DE CONCRETO ARMADO : 3ON,IT?D ENTE EES DE APOYO $ L) ANCO DE VIA $A) BOMBEO N?MEO DE VIAS DE3 P?ENTE $NºV) N?MEO DE VI,AS PINCIPA3ES $#V) ESPESO DE 3A 3OSA $ t) ESISTENCIA DE3 CONCETO EN 3OSA $ f'c) F3?ENCIA ACEO DE EF?EO EN 3OSA $ fy) SOBECA,A MOVI3 3>1/ $ Pc) (POR EJE) 3,57 Tn

= = = = = = = = =

24.500 7.20 2.50% 2 5 0.20 2*0.00 4200.00 /.57 P*

14,78 Tn

M. M. VIA vigas pri!ipa"#s M. $D#" Pr#i&#si'a&i#(') Pr#i&#si'a&i#(') +,-CM2 +,-CM2 *4.7 *4.7 TN P2 P2

14,78 Tn

HL-93 4,30

4,30 - 9,00

SOBECA,A MOVI3 TANDEM $Pt)

(POR EJE) =

11,2 Tn

**.20 P

11,2 Tn

**.20 TN P

TANDEM 1,20

SOBECA,A DISTIB?IDA $S/C) SOBECA,A PEATONA3 EN VEEDA $ S/CPL) PESO DE 3A BAANDA META3ICA $ γ )b PES PESO ESP ESPECIF ECIFIC ICO O DE3 CON CONCE CETO AMA AMAD DO $ PESO ESPECIFICO DE3 ASFA3TO $ γ )

γ )c

a

= = = = =

0.1 0./ 0.20 2.40 2.00

= = = = =

*.50 *.25 *.00 25/0.00 7.5

TN-M TN-M2 TN-M/ TN-M/ TN-M/

VIGA DE ACERO : ESPACIAMIENTO DE VI,AS ENTE EES $S) ESPACIAMIENTO DE VI,AS ENTE EES DE A3AS $S'') ESPACIAMIENTO DE VI,AS ENTE A3AS $S') F3?ENCIA DE3 ACEO EST?CT?A3 $f'y) PESO ESPECIFICO DE3 ACEO EN VI,AS $ γ ) a

M. M. M. +,-CM2 TN-M/

ASTM A/

3a 'r&a #sp#!ii!a 6# para (##r # !#(a "'s ##!('s # a&p"ii!a!i8 i9&i!a : # i&pa!(' s# #;#r9 # i!r#&#(ar "as !argas vivas #s(# i!r#&#(' s# a para "'s ##!('s #" Ca&i' # is#<' ">1/ ' T9#& # is#<' &as ' para "a S';r#!arga. I!r#&#(' p'r ##!('s ##!('s i9&i!'s : # i&pa!(' i&pa!(' = I =

//.00%

PEDIMENSIONAMIENTO DE 3A S?PEEST?CT?A DIMENSIONAMIENTO : PEA3TE MINIMO DE 3A VI,A DE ACEO

h=

L 30

=

0.2

M.

h=

*.*0

M.

hc =

*./0

M.

PEA3TE MINIMO DE 3A VI,A INC3?IDO 3OSA

hc =

L 25

=

0.1

M.

0.20

M.

ESPESO DE 3A 3OSA

t =h c− h= t =

1 . 2⋅( S + 3.05 ) 30

As&ir @

=

t = 0.*

0.20 M.

t =

ESF?EOS TIPICOS DE DISEO >#sis(#!ia Mi&a a "a "#!ia #" a!#r' @

f ' y=

25/0.00 +,-CM2

M.

1 . 2⋅( S + 3.05 ) 30

=

PAA 3?CES SIMP3ES

>Es#r' Mi&' a&isi;"# # "#i8 #" a!#r' @

f ' b=

*20.00 +,-CM2

ESPESO DE3 A3MA

t w=

0 .0078⋅f ' y h⋅√ 0.0078

=

0.7

CM.

0.150

CM.

22.0/

CM.

0.50

M.

t f =

2.*

CM.

t f =

/.000

CM.

727

t w=

/-G

ANCO DE3 PATIN

b f =

t f ⋅103

=

0 .0078⋅f ' y √ 0.0078 b f =

ESPESO DE3 A3A O PATIN D# "a 'r&"a a(#ri'r s# #!# @

ANA3ISIS Y DISEO DE 3A 3OSA DE CONCETO AMADO DISTRIBUCION DE LAS CARGAS DE LAS RUEDAS EN LA LOSA DE CONCRETO Para #s(r' !as' s# !'si#ra "a ar&ara pri!ipa" # "a "'sa p#rp#i!"ar a "a ir#!!i8 #" (r9i!'. TRAMO INTERIOR 3? EFECTIVA Para #s(r' !as' !'&' s' 05 vigas # a!#r' $(ra&' si&p"#) "a " # !9"!"' s#r9 "a is(a!ia #(r# "'s #H#s # s'p'r(# para s#!!i'#s !' &as # 05 vigas #" (ip' # viga # '# s# ap':a. *.50

Se = S =

M.

MOMENTO POR SOBRECARGA MOVIL MOMENTO F3ECTO Para "!#s # 0.0 &. a 7 .20 &. #" &'&#(' #;i' a "a !arga viva para (ra&'s si&p"#s s# #(#r&ia p'r "a sigi#(# 'r&"a @ M L =

S + 0.61

9.74

+¿ −

M L =

⋅ P

*.*

'# @ P= P#s' # "a #a &9s p#saa. 7./1 TN P=

TN>M.

MOMENTO PO IMPACTO +¿ −

M I

+¿ −

+¿ −

= I ⋅ M L

M I =

0./1

TN>M.

MOMENTO POR PESO PROPIO M#(ra' # Cargas @ pp "'sa = sp. r'ara =

ω D=

0.40 0.2*

TN-M TN-M

0.1

TN-M

Para ';(##r "'s &'&#('s #ga(iv's : p'si(iv's s# !'si#r9  !'#i!i#(# # *-*0 # a!#r' a "as r#!'&#a!i'#s # "as 'r&as AASO : ACI M D =

ω D⋅S

2

10

M DC = M D =

0.*0 0.041

TN>M. TN>M.

+¿ −

0.*57

TN>M.

M D =

>Es#r' Mi&' a&isi;"# # "#i8 #" a!#r' @

f ' b=

*20.00 +,-CM2

ESPESO DE3 A3MA

t w=

0 .0078⋅f ' y h⋅√ 0.0078

=

0.7

CM.

0.150

CM.

22.0/

CM.

0.50

M.

t f =

2.*

CM.

t f =

/.000

CM.

727

t w=

/-G

ANCO DE3 PATIN

b f =

t f ⋅103

=

0 .0078⋅f ' y √ 0.0078 b f =

ESPESO DE3 A3A O PATIN D# "a 'r&"a a(#ri'r s# #!# @

ANA3ISIS Y DISEO DE 3A 3OSA DE CONCETO AMADO DISTRIBUCION DE LAS CARGAS DE LAS RUEDAS EN LA LOSA DE CONCRETO Para #s(r' !as' s# !'si#ra "a ar&ara pri!ipa" # "a "'sa p#rp#i!"ar a "a ir#!!i8 #" (r9i!'. TRAMO INTERIOR 3? EFECTIVA Para #s(r' !as' !'&' s' 05 vigas # a!#r' $(ra&' si&p"#) "a " # !9"!"' s#r9 "a is(a!ia #(r# "'s #H#s # s'p'r(# para s#!!i'#s !' &as # 05 vigas #" (ip' # viga # '# s# ap':a. *.50

Se = S =

M.

MOMENTO POR SOBRECARGA MOVIL MOMENTO F3ECTO Para "!#s # 0.0 &. a 7 .20 &. #" &'&#(' #;i' a "a !arga viva para (ra&'s si&p"#s s# #(#r&ia p'r "a sigi#(# 'r&"a @ M L =

S + 0.61

9.74

+¿ −

M L =

⋅ P

*.*

'# @ P= P#s' # "a #a &9s p#saa. 7./1 TN P=

TN>M.

MOMENTO PO IMPACTO +¿ −

M I

+¿ −

+¿ −

= I ⋅ M L

M I =

0./1

TN>M.

MOMENTO POR PESO PROPIO M#(ra' # Cargas @ pp "'sa = sp. r'ara =

ω D=

0.40 0.2*

TN-M TN-M

0.1

TN-M

Para ';(##r "'s &'&#('s #ga(iv's : p'si(iv's s# !'si#r9  !'#i!i#(# # *-*0 # a!#r' a "as r#!'&#a!i'#s # "as 'r&as AASO : ACI M D =

ω D⋅S

2

10

M DC = M D =

0.*0 0.041

TN>M. TN>M.

+¿ −

0.*57

TN>M.

M D =

VEIFICACION DE3 PEA3TE PO SEVICIO Para #s(# !as' s# as&ir9 6# #" !'!r#(' : #" a!#r' a"!aa Jas(a  40% # s r#sis(#!ia. Es(' !' #" ';H#(iv' 6# "'s #s#r's : #'r&a!i'#s siga si#' pr'p'r!i'a"#s.

d= D'# @

√

2⋅ M

f c⋅k ⋅ j⋅b

d : P#ra"(# K(i" # "'sa. b : A!J' # "'sa. b=

*00.000

M : M'&#(' p'r S#rvi!i'.

*.7/2

M = M L + M I + M D =

CM. TN>M.

f c : Es#r' # !'&pr#si8 # #" !'!r#('. 4.00 +,-CM2 f c =0 . 4 0⋅f ' c = f s : Es#r' p#r&isi;"# # #" a!#r' # r##r'. *0.00

f s =0.40⋅f y=

+,-CM2

E s : M'"' # #"as(i!ia #" a!#r' # r##r'.

E s=

2*00000.00

Ec : M'"' # #"as(i!ia #" !'!r#('.

Ec =15 , 000⋅√ f ' c = n:

+,-CM2

#"a!i8 #" &'"' # #"as(i!ia #" a!#r' : #" !'!r#('. Es n=

r:

2*7/70.5

+,-CM2

Ec

1.

=

L  *0

#"a!i8 #(r# "a (#si8 #" a!#r' : #" !'!r#('. r=

f s f c

20.00

=

k , j : Fa!('r#s ai&#si'a"#s. n 0./2 = k = n+ r j =1−

k

0.1*

= 3

.427

d=

OK

CM.

DISEO DE3 ACEO DE EF?EO PO OT?A

∑ γ ⋅ M

M U = η⋅

i

i

D'# @

η =n D⋅n R⋅n I > 0.95

n D = Fa!('r 6# s# r#i#r# a "a !(i"ia. n R= Fa!('r 6# s# r#i#r# a "a r#a!ia.

n D = n R= n I =

n I = Fa!('r 6# s# r#i#r# a "a i&p'r(a!ia 'p#ra!i'a". *.00

η=

M U = γ i= M i=

*.00 *.05 0.15

M'&#(' K"(i&' $M'&#(' T'(a" a!('ria') Fa!('r # Carga. M'&#(' # !arga p'r !aa (ip' GiG.

Para #" #s(a' "i&i(# # Re!te"c! I s# (i## @

(

M U =η⋅ γ DC ⋅ M DC + γ D ⋅ M D + γ PL⋅( M LL + M IM + M PL)

γ DC = γ D =

*.25 *.50 *.75

Fa!('r # !arga p'r p#s' pr'pi' Fa!('r p'r !arga &#r(a Fa!('r p'r !arga viva

M U =

2.1

TN>M.

γ PL=

Ar#a # ##r' P'si(iv' : N#ga(iv' @ #!;r #!;ri&i i&i#( #('' a (i"iar (i"iar ø #" a!#r' a (i"iar Area del acero Peralte d!

= = = =

5.00 *- 2 *.27 *4./7

CM. P?3,. CM2. CM.

)

Dar  va"'r apr'i&a' para G G @

! s=

a=

*./5

CM.

=

5.7/

CM2.

=

*./5

CM.

M " #⋅f y⋅( d −a /2)

! s⋅f y

a=

0.85 f

' c⋅b

OK

V#rii!a!i8 # Ca(a @

$b =

0 . 8 5⋅f

' c⋅ % 1

⋅

f y

0.003⋅ E

s

0.003⋅ E s + f y

% 1=

0.5

$b=

0.02*

!a(ia ;a"a!#aa

$ max=0 . 7 5⋅ $ b = 0 . 7 0⋅√ f ' c $min=14 / f y ≈ = f y

0.0*2

!a(ia &ai&a

0.00///

!a(ia &ii&a

$ &sa =

0.00/11

OK

!s &sa=

5.7/

CM2.

s=

22.** 20.00

CM. CM.

E #s(r' !as' @

S#para!i8 #(r# vari""as @

s=

S# sar9 @

$/ % PULG&  %( CM&

#

A!#r' # is(ri;!i8 ' r#par(i!i8 @

! sd= ( ⋅ ! s)

( =3480 / √ S ≤67

 #s  p'r!#(aH# #" a!#r' pri!ipa".  para r##r' pri!ipa" p#rp#i!"ar a" (r9i!'.

! s) : Ar#a #" a!#r' pri!ipa" S :

3'gi( ##!(iva #" (ra&'.

( =

! sd= " #" a!#r' a (i"iar = Ar#a #" a!#r' = s s

= =

7.00% /.4

CM2-M

*- 2 *.27

P?3,. CM2.

//.00 /0.00

CM. CM.

S# sar9 @ #

$/ % PULG&  )( CM&

A!#r' p'r (#&p#ra(ra : r#(ra!!i8 # raga @

! st =0.0018⋅b⋅t Para  a!J' # *.00 &. s# (i## @ /.0 ! = st

" #" a!#r' a (i"iar = Ar#a #" a!#r' = s s

= =

/-  0.7*

P?3,. CM2.

*1.71 *1.50

CM. CM.

S# sar9 @ #

)/ * PULG&  $+&, CM&

! s)=

5.7/ CM2.

S = *500.00 MM.

TRAMO EN VOLADIO

'(#PL

'(#PL

#

# $ &

%

#-$

A

')

&

')) A-*+-1!'!(2$

'

'

'

'

Para #s(r' !as' !a"!"a' p'r &#(r' # a!J' s# (i## @ ANCO DE VIA $ A) ANCO DE VEEDA $ C) ANCO DE SADINE3 $ B) A3T?A DE BAANDA ANCO DE BAANDA

SECCION * 2 / $SADINE3) 4 $BAANDA) 5 $ASF.)  7 S-C P3 $P#a('#s)

= = = = = = . =  = U = C-U = G = N A-#V-$01S0/%2U =

CARGA TN0 0.72 0.0*2 0.000 0.01 0.0/ 0.000 0.000 0.0 0./00 0.0*2 0.4/2

7.20 *.20 0.20 0.10 0.*5 0.20 0.05 0.*5 *.05 0.40 0.20 0.75

M. M. M. M. M. M. M. M. M. M. M. M.

'(#PL #

0.*0*

N

BRAO M0 MOMENTO TN-M0 *.225 0.2/ P#s' M#r(' 0.50 0.00 P#s' M#r(' 0.45 0.000 P#s' M#r(' *.25 0.*75 P#s' M#r(' *.25 0.0 P#s' M#r(' 0.000 0.000 P#s' M#r(' 0.000 0.000 P#s' M#r(' 0.2/ 0.020 P#s' M#r(' 0./*/ 0.014 P#s' Pr'pi' 0.42 0.00 P#s' Pr'pi' *.*25 0.4 P#s' P#a('a"

TN>M

*.01*

TN>M

MOMENTO PO CA,A VIVA PEATONA3 @ 0.4

M PL =

TN>M

MOMENTO PO SOBECA,A MOVI3 @ P⋅ * M LL =

E

D'# @ P= P#s' # "a r#a &as p#saa 7./10 TN. P= * = Bra' # ;i!a!i8 # "a #ra GPG 0.*75 M. * = E = FraHa E#!(iva $Ca(i"#v#r)

E =1140 + 0.833⋅ * *.2 M.

E =

M LL=

*.00

TN>M

MOMENTO PO IMPACTO @

M IM =

0.//2

TN>M

. /



MOMENTO PO CA,A M?ETA DE S?PEFICIE DE ODAD?A Y DISPOSITIVOS A?I3IAES @

M D =

./ (4

030



MOMENTO PO CA,A M?ETA DE COMPONENTES EST?CT?A3ES Y NO EST?CT?A3ES @ M DC =

739 Tn $ &

%

#-$

&  A-*+-1!'!(2$

CARGA POR PESO NO COMPUESTO CARGA POR PESO COMPUESTO N3)(


DISEO DE3 ACEO DE EF?EO PO OT?A Para #" #s(a' "i&i(# # Re!te"c! I s# (i## @

(

M U =η⋅ γ DC ⋅ M DC + γ D ⋅ M D + γ PL⋅( M LL + M IM + M PL )

γ DC = γ D = γ PL=

η=

M U =

)

*.25 *.50 *.75 *.00 4.154

TN>M

Ar#a # ##r' @ #!;ri&i#(' a (i" iar ø #" a!#r' a  (i"iar Area del acero Peralte d! Anc4o 4)

= = = = =

5.00 *- 2 *.27 *4./7 *00.00

CM. P?3,. CM2. CM. CM.

Dar  va"'r apr'i&a' para GG @ 2./4

CM.

=

1.1/

CM2.

=

2./4

CM.

1.1/

CM2.

a=

! s=

M " #⋅f y⋅( d −a / 2 )

a=

! s⋅f y 0.85

f ' c⋅b

OK

V#rii!a' #" ar#a # a!#r' p'r !a(ia s# (i## @

!s &sa=

C'¶' !' #" a!#r' sp#ri'r # "a "'sa i(#ri'r s# as&# @

!s &sa=

1.1/

CM2.

s=

*2.75 *2.50

CM. CM.


s=

S# sar9 @ #

$/ % PULG&  $%&, CM&

DISEÑO DE LA VEREDA MOMENTO PO PESO POPIO Y PO SOBECA,A PEATONA3

SECCION * / 4 $BAANDA)

S-C P3 $P#a('#s) IMPACTO

CARGA TN0 0.00 0.01 0.0/ 0.000 0.000 0./7

BRAO M0 MOMENTO TN-M0 0.25 0./75 P#s' Pr'pi' *.*50 0.**0 P#s' M#r(' *.*50 0.04* P#s' M#r(' 0.000 0.000 P#s' M#r(' 0.000 0.000 P#s' M#r(' 0.525 0.*1 0.020 S# !'si#ra #" *0% p 'r ag"'&#ra!i8 : p'r #ras i&pr#vis(as.

MOMENTO ?3TIMO

M U =

*.07 TN>M

Ar#a # ##r' @ #!;ri&i#(' a (i" iar ø #" a!#r' a  (i"iar Area del acero Peralte d! Anc4o 4)

= = = = =

5.00 *- 2 *.27 *4./7 *00.00

CM. P?3,. CM2. CM. CM.

Dar  va"'r apr'i&a' para GG @ a=

! s=

M " #⋅f y⋅( d −a / 2 )

a=

! s⋅f y 0.85

f ' c⋅b

=

=

0.4

CM.

2.02

CM2.

a=

! s⋅f y 0.85 f

0.4

CM.

!s &sa =

4.71

CM2.

s=

2.4 25.00

CM. CM.

' c⋅b

=

OK

V#rii!a' #" ar#a # a!#r' p'r !a(ia s# (i## @


s=

S# sar9 @ #

$/ % PULG&  %, CM&

DISEO DE 3AS VI,AS PINCIPA3ES META3ICAS DE ACEO PREDIMENSIONAMIENTO DE LA VIGA METALICA

./ .

CE?EO PO PANDEO DE3 A3MA

h 727 1 = ⋅ ≤ 170 t w √ 0 .0078 √ f ' y h = t w

t t/

OK

**5.71

t dc



CE?EO PO PANDEO DE3 A3A EN COMPESION

c

d :)

bf t f bf t f

= 103

⋅

1

√ 0 .0078 √ f ' y

=

*.7

≤ 24

OK

DE3 ,AFICO ANTEIO SE DEFINE @

b fs=

b )s = b fi=

b )i=

t =

t )sfs=

t fi= t )i= t w= h= d +cc= d=

A!J' #" a"a sp#ri'r # !'&pr#si8. A!J' # p"a(a;aa # !'&pr#si8. A!J' #" a"a i#ri'r # (ra!!i8. A!J' # p"a(a;aa # (ra!!i8. Esp#s'r #" a"a sp#ri'r # !'&pr#si8. Esp#s'r # p"a(a;aa # !'&pr#si8. Esp#s'r #" a"a i#ri'r # (ra!!i8. Esp#s'r # p"a(a;aa # (ra!!i8. Esp#s'r #" a"&a. A"(ra #" a"&a. A"(ra #" a"&a #(r# !#(r's # a"as. A"(ra # "a viga &#(9"i!a # !&s.

PAA N?ESTO CASO @

b fs=

b )s = b fi=

b )i=

t =

t )sfs=

t fi= t )i= t w= h= d +cc= d=

50.00 0.00 50.00 40.00 /.00 0.00 2.50 2.50 0.150 **0.00 **4.00 **.00

CM. CM. CM. CM. CM. CM. CM. CM. CM. CM. CM. CM.

t/6 t6 .6 ./6

AEA DE 3A SECCION

! t =

471.50

CM2.

PESO ?NITAIO PO METO 3INEA3 DE 3A VI,A

P =

0./

TN-M.

METADO DE CA,AS @ Viga E(#ra Viga E(#ra Viga E(#ra Viga E(#ra Viga E(#ra Viga E(#ra Viga E(#ra Viga E(#ra Viga I(#ra Viga E(#ra Viga E(#ra Viga I(#ra Viga E(#ra

SECCION * 2

CARGA TN/M0 0.72 0.0*2 0.000 0.01 0.0/ 0.000 0.000 0.24/ 0.270 0.720 0.0*2 0.720 0./7 0./00 0.4/2

/ $SADINE3) 4 $BAANDA) 5 $ASF.)  $ASF.) 7  1 VI,A DE ACEO VI,A DIAFA,MA S-Cv $P#a('#s)

P#s' M#r(' P#s' M#r(' P#s' M#r(' P#s' M#r(' P#s' M#r(' P#s' M#r(' P#s' M#r(' P#s' M#r(' P#s' M#r(' P#s' Pr'pi' P#s' Pr'pi' P#s' Pr'pi' P#s' Pr'pi' P#s' Pr'pi'


CARGA POR PESO NO COMPUESTO

CARGA POR PESO COMPUESTO N3)(

'(#PL

'(#PL

#

# $ &

%

#-$

A

')

&

')) A-*+-1!'!(2$

'

'

'

'

MOMENTO PO CA,A VIVA DE DISEO @ DISTIB?CION DE CA,A VIVA PO E3 CAI3 PAA MOMENTOS $TAB3A 2..4.2.2.2) Para vigas !' (a;"#r' # !'!r#(' s';r# vigas # !'!r#(' ' a!#r' "a N'r&a ii!a@ > Para vigas I(#ri'r#s ? !arri" !arga' @

+i= 0. 060 +

( ) () ( ) S

0. 4

S ⋅ L

4300

0.3

⋅

0.1

- +

L⋅t 3

D's ' &9s !arri"#s !arga's @

+i= 0. 075 +

( ) () ( ) S

2900

ag' # ap"i!a!i8 @

≤S ≤ 4900 110≤t ≤300 6000≤ L ≤73000 . b≥ 4 1100

0.6

S ⋅ L

0. 2

⋅

- +

L⋅t 3

0.1

D'# @

S= L= t = . b =

- + =

Espa!i&i#(' # vigas $&&) 3'gi( # viga $&&) Esp#s'r # "a "'sa $&&) NQ # vigas pri!ipa"#s Par9&#(r' # rigi# "'gi(ia" $&&4)

(

- + = n⋅ I + !⋅e

2

+

)

#"a!i8 # &8"'s # "'s &a(#ria"#s # viga : (a;"#r'. I = M'&#(' # i#r!ia # vigas $&&4) ! = Ar#a # vigas $&&2) e = Dis(a!ia #(r# "'s C., # "a viga pri!ipa" : #" (a;"#r' $&&) n=

+

> Para vigas E(#ri'r#s ? !arri" !arga' @

?TI3IA 3A E,3A DE 3A PA3ANCA


+e =e⋅+ i +i= Fa!('r # is(ri;!i8 # viga i(#ri'r e = Fa!('r

e =0.77 +

de=

de 2800

Dis(a!ia #(r# #" !#(r' # viga E(#ri'r : #" ;'r;# i(#ri'r # !va ' ;arr#ra # (r9i!' $&&)

> E #s(r' !as' s# (i## @

. b = S= L= t = n=

I = ! =

e+=

- + =

5 *500.00 24500.00 200.00

vigas && && &&

1. 2.40ER*0 77150.00 475.*4

&&4 &&2 &&

4.0*ER**

&&4

550.00 0.17

&&

de= e=

+i= +e =

0.41 0.472

MOMENTO PO CAMION DE DISEO 3>1/ Y SOBECA,A DISTIB?IDA

P2

;



L # n

P2

P1

n

430

430

:

A

%

L(2

L(2

/ 1 / 3

:

:L-:! L

/ 2

L-:

*.> Ii!ar #" va"'r G 5G # ;i!a!i8 # "a r#a (ras#ra P2 @ .

* =

OK

M.

2.> Ii!ar #" va"'r G 6G # '# s# #s#a !a"!"ar #" &'&#(' @ *2.1

/ =

OK

M.

/.> Ca"!"' # "'s a!('r#s f$ f% : f) @

f 1= f 2 = f 3 =

 para P$  para P%  para P%

/.2 .*0/ 4.0*

M c =

*4.*4 54.** 7*.77

M I =

M S / C =

TN>M TN>M TN>M

4.> S#gK #" T#'r#&a # Bar#( #" va"'r G"G #s @ n=

* = / =

M c = M I = M S / C =

0.727 .77 *2.177 *4.*4 54.** 7*.77

M. M. M. TN>M TN>M TN>M

7.150 *2.250 */.41 5/.145 72.0/0

M. M. TN>M TN>M TN>M

C'"'!ar #" va"'r !a"!"a' !a&;ia' "'s va"'r#s GG # GYG

4.> E #" C#(r' # " @

* = / =

M c = M I = M S / C =


MOMENTO PO TANDEM Y SOBECA,A DISTIB?IDA

P

;

L # n

P n

120



L--12

:

A

% L(2

:L-:! L

L(2

/ 2

/ 1

:

L-:

*.> Ii!ar #" va"'r G 5G # ;i!a!i8 # "a r#a (ras#ra P @ * =

**.15

OK

M.

2.> Ii!ar #" va"'r G 6G # '# s# #s#a !a"!"ar #" &'&#(' @ / =

**.15

OK

M.

/.> Ca"!"' # "'s a!('r#s f$: f% @

f 1= f 2 =

M c =

M I =

M S / C =

.*2* 5.5/ */0.52 4/.0 7*.17

 para P  para P TN>M TN>M TN>M

4.> S#gK #" T#'r#&a # Bar#( #" va"'r G "G #s @ n=

* = / =

M c = M I = M S / C =

0./00 **.150 **.150 */0.52 4/.0 7*.17

M. M. M. TN>M TN>M TN>M

*2.250 *2.250 */0.40 4/.05 72.0/0

M. M. TN>M TN>M TN>M


4.> E #" C#(r' # " @

* = / =

M c = M I = M S / C =


DE LO ANTERIOR SE PUEDE NOTAR 7UE PREDOMINA EL CAMION DE DISEÑO 8L-+)2S/C DISTRIBUIDA MOMENTO PO CA,A VIVA EN VI,A INTEIO

M c = M I = M S / C =

0.244 2.4* /5.00

TN>M TN>M TN>M

MOMENTO PO CA,A VIVA EN VI,A ETEIO

M c = M I = M S / C =

77.55* 25.512 //.10/

TN>M TN>M TN>M

CA3C?3O DE MOMENTOS PO PESO POPIO PESO M?ETO Y CA,A PEATONA3 @ > M'&#(' p'r P#s' NO COMPUESTO @

VIGA INTERIOR

ωnc =

*.

TN-M.

M nc ( 0aret )=

*24.512

TN>M

M'&#(' pr'!i' para !aa viga.

M nc ( centr ) =

*25.0//

TN>M


VIGA E5TERIOR

ωnc =

2.//5

TN-M.

M nc ( 0aret )=

*74.**

TN>M


M nc ( centr ) =

*75.221

TN>M


> M'&#(' p'r P#s' COMPUESTO N3)( :

VIGA INTERIOR

ω c=

0.000

TN-M.

M c ( 0aret )=

0.000

TN>M


M c ( centr )=

0.000

TN>M


VIGA E5TERIOR

ω c=

0.*/2

TN-M.

M c ( 0aret )=

1.1

TN>M


M c ( centr )=

1.104

TN>M


> M'&#(' p'r Pe9 e S94;ec;< e" Ve;e N3)( VIGA E5TERNA0:

M vereda( Baret )

=

M ereda (centr )=

/2.211

TN>M


/2.4*4

TN>M


CA3C?3O DE3 MOMENTO MAIMO PO SEVICIO @

M baret =

447.0/2

TN>M


M centr =

44.10

TN>M


A?STE DE3 DISEO DE 3A VI,A META3ICA

! sd =

! sd=

1.170

f'y

[

⋅

M nc⋅105 d +c

11.40

+

( M c + M ca1in + M s / c + M I )⋅10 d +c + t

5

]

CM2.

CA3C?3O DE 3A COTANTE *.> Ca"!"' # "'s a!('r#s f$ f% : f) @

f 1= f 2 = f 3=

 para P%  para P%  para P$

*.000 0.24 0.41

4.30

4.30 L

f1= 1.00

f2 =

L-4.30 L

f3=

L-8.60 L

2.> Ca"!"' # "a C'r(a(# p'r 3>1/RS-C Dis(ri;ia @

2 C = 2 I =

21.2/ 1./ **.70

2 S /C =

TN TN TN

/.> Ca"!"' # "a C'r(a(# p'r Ta#&RS-C Dis(ri;ia @

f 1=

*.000 0.15*

2 C = 2 I =

2*.5* 7.2** **.70

f 2 =

2 S /C =

 para P  para P TN TN TN

DE LO ANTERIOR SE PUEDE NOTAR 7UE PREDOMINA EL CAMION DE DISEÑO 8L-+)2S/C DISTRIBUIDA DISTIB?CION DE CA,A VIVA PO E3 CAI3 PAA COTE $TAB3A 2..4.2.2./) Para vigas !' (a;"#r' # !'!r#(' s';r# vigas # !'!r#(' ' a!#r' "a N'r&a ii!a@ > Para vigas I(#ri'r#s ? !arri" !arga' @

+i= 0.36 +

S 7600


+i= 0. 2 + ag' # ap"i!a!i8 @

S 3600

−

(

S 10700

)

2

≤S ≤ 4900 ≤t ≤300 6000 ≤ L≤73000 9 12 4 3 10 ≤ - + ≤ 3 3 10 . b ≥ 4 1100 110

> Para vigas E(#ri'r#s ? !arri" !arga' @

?TI3IA 3A E,3A DE 3A PA3ANCA


+e = e⋅+ i e =0 . 6 +

de

3000

ag' # ap"i!a!i8 @

−300≤ d e≤1700 > E #s(r' !as' s# (i## @

. b = S= L= t =

- + =

de= e=

5 *500.00 24500.00 200.00 4.0*ER**

vigas && && && &&4

550.00 0.7

&&

e=

+ i=

+e =

0.517 0.4

COTANTE PO CA,A VIVA EN VI,A INTEIO

2 C = 2 I =

*7.42 5.71 7.02*

2 S /C =

TN TN TN

COTANTE PO CA,A VIVA EN VI,A ETEIO

2 C = 2 I =

*/.14 4.5*1 5.500

2 S /C =

TN TN TN

4.> Ca"!"' # "as C'r(a(#s p'r P#s' Pr'pi' P#s' &#r(' : Carga P#a('a" @

VIGA INTERIOR

2 DC =

*7.*0

TN

C'r(a(# pr'!i' para !aa viga.

2 D =

/./0

TN


2 PL =

0.000

TN


VIGA E5TERIOR

2 DC =

*7.25/

TN


2 D =

*2.17/

TN


2 PL =

5.212

TN


5.> Ca"!"' # "a C'r(a(# p'r S#rvi!i' @

2 4 =

51.2/*

TN

VEIFICACION PO COTANTE 3a #ra !'r(a(# "' a;s'rv# #" a"&a # "a viga &#(9"i!a p'r "' (a(' #" #s#r' a!(a(# # "a viga #s @

f act"ante =

f act"ante =

2 4 hc⋅t w 5.04

+,-CM2

#" #s#r' a!(a(# s# !'¶ !' #" #s#r' a&isi;"# #" !a" #s@

f ad1isib&e =0.33⋅f ' y f ad1isib&e =

/4.100

+,-CM2

OK= CON.ORME

DEF3EIONES *.> D#"#i8 p'r Carga M#r(a @

5 =

5⋅ω⋅ L

4

 $Para Carga Dis(ri;ia)

384⋅ E⋅ I 3

P⋅ L 5 = 48⋅ E⋅ I

 $Para Carga C'!#(raa)

D'# @

5 = D#"#i8 # "a Viga $CM.) ω = Carga Dis(ri;ia $+,-CM.) P= Carga C'!#(raa # #" p(' &#i' # "a " $+,.) L= 3'gi( #" C"ar' $CM.) E = M'"' # E"as(i!ia $+,-CM2.) I = M'&#(' # I#r!ia $CM4.) Para #s(r' !as' P3( :a 6# "a viga s# "aar9 si ap':' (#&p'ra".

2.> Ca"!"' # "as D#"#i'#s p'r P#s' Pr'pi' P#s' &#r(' : Carga P#a('a" @

ω DC = ω D =

*/.14 *0.510 4./20

+,-CM +,-CM +,-CM

L= E =

2450.000 2*00000.000

CM +,-CM2

I 1= I 2=

*24*5*.*42 *7**52.172

CM4 CM4

2.421 *./2 0.542

CM CM CM

ω PL=

5 DC = 5 D = 5 PL=

/.> D#"#i8 p'r Carga Viva @

5 C = 5 C =

324

(

3

⋅ P 4 ⋅ L − 555⋅ L + 4780

E⋅ I

)

D#"#i8 p'r s';r#!arga $P?3,.)

P 4 = P#s' #" EH# Fr'(a" #" Ca&i8 Tip' 3>1/ a#!(a' p'r a!('r # C'!#(ra!i8 # I&pa!(' $+IPS.) L= 3'gi( #" C"ar' $PIE) E = M'"' # E"as(i!ia $+SI) I = M'&#(' # I#r!ia $P?3,4.)

P 4 =

L= E = I =

2.55 0./0 21./00 57544.*4/

+IPS PIE +SI P?3,4

0.2/*

P?3,

5 C = D## !&p"ir @

5 C L

<

1 800

5 C L

D#"#i8 pr'!ia p'r #" Ca&i8 3>1/

0- *

=

>

*-00

OK

AJ'ra !a"!"a&'s "a #"#i8 pr'!ia S';r#!arga Dis(ri;ia @

5 S/ C =

0.15

CM

D#"#i8 pr'!ia p'r "a S';r#!arga Dis(ri;ia.

5 LL=

*.42

CM

D#"#i8 pr'!ia p'r "a Carga Viva.

4.> C9"!"' # "a C'(ra"#!Ja @ E" #g"a&#(' AASTO #sp#!ii!a 6# "a !'(ra"#!Ja #;# s#r &a:'r ' !a' &#'s iga" p'r !arga &#r(a para #s(r' !as' (##&'s a "#!Ja ('(a" # @

5 4 =5 DC + 5 D + 5 PL + 5 LL 5 4 =

5.72

CM

P'r "' (a(' a'p(ar#&'s a !'(ra"#!Ja # @

4.00

CM

CONECTOES DE COTE 3a !i8 # "'s C'#!('r#s # C'r(# #s ';(##r a a!!i8 !'&p#s(a #(r# "a "'sa # !'!r#(' : "a viga # a!#r'. E" C'#!('r # C'r(# s#r9 is#
f = D'# @

2 ⋅6 I

f = Magi( # "a !'r(a(# 'ri'(a". 2 = C'r(a(# M9i&' p'r Carga Viva &9s I&pa!('. 6= M'&#(' #s(9(i!' r#sp#!(' a" #H# #(r' #" 9r#a # !'!r#(' # !'&pr#si8 (ras'r&aa. I = M'&#(' # I#r!ia # "a S#!!i8 !'&p#s(a.

2 =

/0272.214 *4254.2// 2/15*.05/

f = f =

*0.*5 *001.0*0

6= I =

+, CM/ CM4 +,-CM 3B-P?3,

E" C'r(a(# 'ri'(a" 3i&i(# ?;? s';r#  !'#!('r iivia" #s @

7 R = 0⋅

7 R= 0⋅ 7 R= C'r(a(# 'ri'(a" $3B)  = 3'gi( #" !aa" # ir#!!i' (rasv#rsa" a" a"a # "a viga $P?3,) 4000.00 para *00000 !i!"'s 0= /000.00 para 500000 !i!"'s 2400.00 para 2000000 !i!"'s

Para #" !9"!"' s# (i"iar9 !aa"#s # "as sigi#(#s !ara!(#rs(i!as @ = ;= (= (U= A= P#s' =  $"arg') =

4.000 *.54 0.21 0.*4 *.510 5.400 .000

t/

P?3, P?3, P?3, P?3, P?3,2 3B-PIE P?3,

d t

./

Para #s(r' !as' B=/000 para 500000 !i!"'s 2000000.000

0= 7 R=

*2000000.000 3BS

S#para!i8 &9i&a # C'#!('r#s !#r!a #"'s ap':'s s#r9 $a6 "'s !'r(a(#s s' &9i&'s) @

P R= P R = P R = P R =

7 R f

¿

24 P?3,

**12.44 217/2.**0

P?3, CM

24.000

P?3,

DISEO PO ESISTENCIA ?3TIMA 3a 'r&a AASTO #s(a;"#!# 6# #" K&#r' ?N? r#6#ri' para sars# #(r# "'s p('s # &ai&' &'&#(' : "'s p('s # (r#&'s ' p('s # i"#i8 p'r !arga &#r(a #;# v#rii!ars# p'r !arga "(i&a p'r "a sigi#(# #pr#si8 @

. = D'# @

P #⋅S U

S U = #sis(#!ia ?"(i&a #  !'#!('r p'r !'r(a(# $3BS) # = Fa!('r # #!!i8 !' va"'r # 0.5 P= F#ra # "a "'sa #ii' !'&' P* P2 8 P/ Para p('s # &9i&' &'&#(' p'si(iv' @

P1= ! S⋅f / P2 =0 . 8 5⋅f ' C ⋅ ! C Para "'s p('s # &9i&' &'&#(' #ga(iv' @

P3= ! RS⋅f /R

( )

S U = 550⋅ h + D'# @

t

2

√ f ' C

⋅ ⋅

h = Esp#s'r pr'&#i' #" a"a #" !aa" $P?3,)

f

t = Esp#s'r #" a"&a #" !aa" $P?3,) ' = #sis(#!ia #" !'!r#(' a "a !'&pr#si8 a "'s 2 is $PSI) C

Para #s(r' !as' @

h=

0.21 0.*4 21./0 .000

P?3, P?3, PSI P?3,

S U =

117.21*

3BS

t = f ' C =  =

Para "'s p('s # &9i&' &'&#(' p'si(iv' "a #ra # "a "'sa s#r9 #" &#'r # "'s sigi#(#s va"'r#s @

! S = f / = ! C =

74./2/ /514.*10 45.00*

P1= P2=

274440./*0 **054.1*1

3BS 3BS

P=

**054.1*1

3BS

P?3,2 PSI P?3,2

P=

. =

*1.4

CONECTOES

E #s(r' !as' (i"iar#&'s C'#!('r#s # C'r(#  @

0.50

M.

DISEO DE 3A VI,A DIAFA,MA Es('s #"#&#('s s' para #vi(ar #" ##!(' # ('rsi8 6# pr'!ir9 a p'r!i8 # "a "'sa s';r# "as vigas pri!ipa"#s : a "a v# s#r9 #"#&#('s # arri's(r# # #""as. 3a vigas iarag&as #;# #s(ar a i(#rva"'s 6# ' #!#a # %, @!e. Para #s(r' !as' @

S D= S#para!i8 #(r# vigas iarag&as. 4.100 M S D= MOMENTO POD?CIDO PO 3A 3OSA @ S# ('&ar9 #" &a:'r # "'s va"'r#s !'¶' #" aa"isis # "a par(# i(#ri'r : #" aa"isis # v'"ai' # "a "'sa. *.> C9"!"' #" M'&#(' T'rs'r # "as vigas Pri!ipa"#s "as !a"#s s# (ras&i(# a "a viga Diarag&a @

M 4 = 0.70⋅ M ⋅S D M = M'&#(' pr'!i' p'r "a s#!!i8 # "'sa. M =

/0*5.

+,>M

M 4 =

*0/4/.**

+,>M

2.> As&i#' "a a"(ra ?? #" iarag&a @ 0.50000

d=

M

/.> C9"!"' # "a F#ra A!(a(# pr'!i' p'r #" &'&#(' @

8 = 8 =

M 4 hd

207.22

+,

4.> C9"!"' #" Es#r' A&isi;"# @

f b =0 . 4 5⋅f /

f b =

**/.500

+,-CM2

5.> C9"!"' #" Ar#a # A!#r' # #" a"a @

! =

./ t/

! =

8 f b *.*7*

CM2

t f =

*.250 *4.5/7

CM CM

b f = t w=

*5.000 0.00 4.*25

CM CM CM

Asi&i#' @ t d

b f =

t/

hd =

.> V#rii!a!i8 p'r !'r(a(# @

! df = ω df = Ldf = ! df = ω df = Ldf = 2 ))−df =

Ar#a ('(a" #" Diarag&a. P#s' p'r &#(r' # Diarag&a. 3'gi( # "a Viga Diarag&a. 7.000 51.0 *.400

CM2 +,-M M

OK

2 ))−df = 2 ))−df =

C'r(a(# p'r p#s' pr'pi'. 4*.72 +,

2 M4 −df =

C'r(a(# 'rigia' p'r #" M'&#(' T'rs'r.

2 M4 − df =

2⋅ M 4

L df

2 M4 −df =

*477.7/

+,

2 4 −df =2 )) −df +2 M4 −df 2 4 −df = *4*./5 +, 7.> C"a!"' # "a C'r(a(# A&isi;"# @ 3a !'r(a(# #s as&ia p'r #" a"&a #" p#ri".

2 ad1 .=0 .3⋅f / ⋅h d⋅t w

2 ad1 .=

2122*.500

OK

+,

DISEO DE 3OS DISPOSITIVOS DE APOYO 3as Vigas #s(ar9 ap':aas s';r# p"a!as # Ne9@;e"9 "'s !a"#s (i## !i#r(a v#(aHa @ > Ec9"!c9 #;i' a "a s#!i""# a!i"ia # a;ri!a!i8 : ;aH' !'s(' # "'s &a(#ri"#s > Efect!! !'&' &#i' para "a (ras#r#!ia # !arga a;s'rv# "as irr#g"aria#s # i&p#r#!!i'#s #(r# #" &#(a" : #" !'!r#('. > M"te"!!e"t9 ' Ja: #!#sia # ";ri!a!i8 i # Ja!#r "i&pi#a. > Def9;c!" "a #'r&a!i8 p"9s(i!a '!rr# # "'s pri&#r's *0 as # !arga # (a" &a#ra 6# #" as#(a&i#(' #spWs # 6# "a sp#ri!ia # r'a&i#(' #ii(iv' s# Ja !'"'!a' !asi ' #s # '(ars#.3as #sp#!ii!a!i'#s p#r&i(# a #'r&a!i8 p#r&i(# a #'r&a!i8 p'r !'&pr#si8 &9i&a # *5%. *.> C9"!"' # "as i&#si'#s #" N#'pr#' @

R DC + D + PL= R LL =

/55*7.742 /0272.214

+, +,

R4 =

5710.0/

+,

a) 3'gi( #" Ap':' $ L) @ 3a "'gi( #" ap':' p'ra s#r iga" a" a!J' # "a viga ' a"g' &#'s # p"gaas as&ir#&'s @ A!J' # "a Viga =

50.000

CM

45.000 *.000

CM P?3,

As&ir#&'s @

L= L=

;) C9"!"' #" Esp#s'r $e) @ e =0.012⋅ L2 ≥1 / 2 }

{}

¿

D'# @ e = Esp#s'r #" N#'pr#' $P?3,)

L2 = 3'gi( # "a Viga # pi#s $PIE) L 2 = e= e=

0./0 0.14 2.4**

PIE P?3, CM

e= e=

/.000 *.200

CM P?3,

OK

OK

!) A!J' #" Ap':' $A) @

! =

R4 800⋅ L

D'# @

! = A!J' #" ap':' $P?3,) R 4 = #a!!i8 p'r Carga M#r(a R Carga Viva $3BS) L=

R 4 = ! = ! = ! =

*.000 *4507.021 *0.074

P?3, 3BS P?3,

*0.000 25.000

P?3, CM

D#;# (##rs# # !#(a 6# #" #sp#s'r ' #;# s#r &a:'r 6# *-5 #" a!J' #s(a "i&i(a!i8 gara(ia "a !'i!i8 # #s(a;i"ia #" ap':'.

e = !

/-25

OK

) Dr#a #" Ap':' @ S# (i## 6# !a"!"ar #" Es#r' a C'&pr#si8 s';r# #" ap':' : #" a!('r # 'r&a para "#g' !' #""a #(rar a 's a;a!'s "'s 6# 's p#r&i(ir9 !a"!"ar "a r#a #" N#'pr#'. T#i#' # !#(a 6# "a #'r&a!i8 p'r !'&pr#si8 &ai&a #s #" *5%.

9 C =

9 C =

R4 L⋅ ! Es#r' # !'&pr#si8 $3BS-P?3,2)

9 C =

05.12

8 8 =

L⋅ ! 2⋅( L + ! )⋅e

3BS-P?3, 2

8 8 = Fa!('r # F'r&a 8 8 =

2.71

D# "'s a;a!'s ';(##&'s @ Dr#a = 70

Para a #'r&a!i8 &ai&a # @

*4.00%

OK

#) V#r#i!a!i8 p'r D#sp"aa&i#(' @

: ad1 .=

R DC + D + PL⋅e ; ⋅ f 5⋅ L⋅ !

;=

*.10 *.0 *.50

f =

**0.00 *0.00 2*5.00

;=

*.10 2*5.00

: ad1 .= : ad1 .=

0.12/ 2./07

f =

Si TQ Mi. Es # 20QF Si TQ Mi. Es # 0QF Si TQ Mi. Es # >20QF Si "a Dr#a #s 50 Si "a Dr#a #s 0 Si "a Dr#a #s 70

P?3, CM

D#sp"aa&i#(' # "a viga 6# p## a;s'rv#r #" ap':' si #s"iars#

D#sp"aa&i#(' p'r T#&p#ra(ra #a" # "a Viga @

: =( ⋅ :4< ⋅ L2 C'#i!i#(# # Di"a(a!i8 #" A!#r'.

( =

:4< = Varia!i8 # T#&p#ra(ra QC.

L2 =

3'gi( # "a Viga.

( =

:4< =

L2 =

*.*0E>05 20.00 24.500

-Q! QC M

0.5/1

CM

: =

OK

2.> Dis#<' #" Ap':' FiH' @ Para !'s#gir #" ap':' iH' s# !'"'!ar9 i#rr's !:'s i9&#(r's : "'gi( s# #(#r&iar9 a !'(ia!i8.

2 =

f 2 ⋅ I ⋅ D 6

D'# @

f 2 =0.50⋅f y f 2 = #sis(#!ia a" C'r(# #" A!#r'. I = I#r!ia # "a s#!!i8.

I =

= ⋅ D

4

64

D = Di9&#(r'. 3 D 6= 12

6= M'"' # "a s#!!i8. D = f V I = 6=

*.00 40.000 2.04/ *./

2 =

/*12.254

=

P?3, +,-CM2 CM4 CM/ +,

F#ra a!(#(# # #" ap':' iH' @

8 = 5⋅ R DC + D + PL

L8 = 5⋅ R LL 8 = Fri!!i8. L8 = Fr#a'. 8 = L8 =

*775.7 *5*/.*5

+, +,

P'r s#r 02 #s(ri;'s (##&'s @

8 act .= 2⋅( 8 + L8 ) 571.004 8 act .= . ºvar . = N º var . S# !'"'!ar9 @

=

+,

8 act . 2 2.0*

VA

2.00

Vari""as para !aa "a' # viga.

CALCULO DE LAS CARACTERISTICAS DE LA VIGA METALICA INTERNA 6 DE LA SECCION COMPUESTA ./ .

A&- VIGA METALICA

b fs=

50.00 0.00 50.00 40.00 /.00 0.00 2.50 2.50 0.150 **0.00 **4.00 **.00

b )s = b fi=

b )i =

t =

t )sfs=

t fi= t )i = t w= h= d +cc= d=


t t/

1 2

t dc 3



c

d :)

t/6 t6

4 5

! ' = Ar#a # "a s#!!i8. 3 b⋅h I = = I#r!ia # "a s#!!i8.

.6 ./6

12

/ ' = ?;i!a!i8 6' r#sp#!(' a" !#(r'i# # "a s#!!i8. '

?;i!a!i8 #" !#(ri'# # "a viga.

/ b =

' d ' = / ' −/ b = ?;i!a!i8 #" !#(r'i# # "a s#!!i' r#sp#!(' a" !#(r'i# # "a viga. 2

I#r!ia # "a viga r#sp#!(' a" !#(r'i# # #" #H# 5&

I  = I + ! ' d ' =

P"a(. sp.$ * ) A"a sp. $ 2 ) A"&a $ / ) A"a i. $ 4 ) P"a(. I. $ 5 )

0.000 50.000 0.150 50.000 40.000

'

/ b =

∑ ! ' / ' = ∑ ! '

'

! ' CM%

h CM

b CM

SECCION

'

/ t = d − / b =

I  =

0.000 /.000 **0.000 2.500 2.500

0.000 *50.000 *04.500 *25.000 *00.000 471.500

/ '

CM **.000 **.500 0.000 /.750 *.250

'

d ' = / ' −/ b

I CM

! ' / ' CM) 0.000 *7475.000 270.000 4.750 *25.000 24//.750

CM

0.000 **2.500 *05/70.// 5.*04 52.0/ *0500.52*

50.751

CM.

S ' b =

7.24*

CM.

S ' t =

*24*5*.*42 CM4.

I 

0.000 421.1 124.5 2722.01* 245**0.*74 **7550.2*

=

25211.*2

CM/.

TENSION ACEO

=

*1017.27

CM/.

COMPESION ACEO

/ ' b

I 

7.24* 5.74* 1.24* >47.001 >41.501

2

! ' d ' CM

/ ' t

A&- VIGA DE SECCION COMPUESTA "3)(0

b CM

SECCION Viga M#(9"i!a 3'sa C'!r#('

*50.000

'

/ '

CM 50.751 *2.000

! ' / ' CM) 24//.750 *200.000 /7*/.750

' I d ' = / ' −/ b CM CM *24*5*.*42 >*/./21 ////./// /.1*2 *2744.475

∑ ! ' / ' = ∑ ! '

4.0

CM.

S ' b =

∑ h −/ =

7/.1*2

CM.

S ' t =

'

/ b =

/ t =

! ' CM% 471.500 *00.000 571.500

h CM **.000 20.000 */.000

' b

I  =

*7**52.172 CM4.

S ' ts =

I 

5*.17 40471.0* 41/.417

=

27712.45

CM/.

TENSION

=

2401.*54

CM/.

COMPESION CONCETO

=

//0/7.14

CM/.


/ ' b

I 

2

! ' d ' CM

/ ' t

I  / ' t − t

A&- VIGA DE SECCION COMPUESTA "3$(0

b CM


'

*50.000

'

/ '

CM 50.751 *2.000

' 2 ! ' / ' I d ' = / ' −/ b ! ' d ' CM) CM CM CM 24//.750 *24*5*.*42 >21.727 42/7/1.7* /400.000 *0000.000 47.5*4 77277.24* 27/.750 *214*5*.*42 **0*0*.1*2

∑ ! ' / ' = ∑ ! '

0.4

CM.

S ' b =

∑ h −/ =

57.5*4

CM.

S ' t =

/ b =

/ t =

! ' CM% 471.500 /00.000 771.500

h CM **.000 20.000 */.000

' b

I  =

2/15*.05/ CM4.

S ' ts =

I 

=

2175.57

CM/.

TENSION

=

4*44.7

CM/.


=

/47.*22

CM/.


/ ' b

I 

/ ' t

I  / ' t − t

VERI.ICACION DE ES.UEROS CLAVE

MOMENTO NO COMP?ESTO MOMENTO COMP?ESTO =/0 MOMENTO SOBECA,ARIMPACTO

@ PAA CA,AS DE COTA D?ACION /@ PAA CA,AS DE 3A,A D?ACION

ES.UEROS ADMISIBLES Fa!#r' = F!'!r#(' =

M ⋅/ 9 = = I

*/1*.500 +,-CM2 4.000 +,-CM2

MOMENTO

ALA IN.ERIOR

TN-M0

KG/CM%0

*25.0// 0.000 *4*.05

ALA SUPERIOR KG/CM%0

f'c KG/CM%0

414.2* 0.000 47.5*5

54.702 0.000 222.*0*

*7.215 /4.05*

+F(&F)$

*F&*(

,$&)

CALCULO DE LAS CARACTERISTICAS DE LA VIGA METALICA E5TERNA 6 DE LA SECCION COMPUESTA ./ .

A&- VIGA METALICA

b fs=

50.00 0.00 50.00 40.00 /.00 0.00 2.50 2.50 0.150 **0.00 **4.00 **.00

b )s = b fi=

b )i =

t =

t )sfs=

t fi= t )i = t w= h= d +cc= d=


t t/

1 2

t dc 3



c

d :)

t/6 t6

4 5

! ' = Ar#a # "a s#!!i8. 3 b⋅h I = = I#r!ia # "a s#!!i8.

.6 ./6

12

/ ' = ?;i!a!i8 6' r#sp#!(' a" !#(r'i# # "a s#!!i8. '

?;i!a!i8 #" !#(ri'# # "a viga.

/ b =

' d ' = / ' −/ b = ?;i!a!i8 #" !#(r'i# # "a s#!!i' r#sp#!(' a" !#(r'i# # "a viga. 2

I#r!ia # "a viga r#sp#!(' a" !#(r'i# # #" #H# 5&

I  = I + ! ' d ' =

P"a(. sp.$ * ) A"a sp. $ 2 ) A"&a $ / ) A"a i. $ 4 ) P"a(. I. $ 5 )

0.000 50.000 0.150 50.000 40.000

'

/ b =

∑ ! ' / ' = ∑ ! '

'

! ' CM%

h CM

b CM

SECCION

'

/ t = d − / b =

I  =

0.000 /.000 **0.000 2.500 2.500

0.000 *50.000 *04.500 *25.000 *00.000 471.500

/ '

CM **.000 **.500 0.000 /.750 *.250

'

d ' = / ' −/ b

I CM

! ' / ' CM) 0.000 *7475.000 270.000 4.750 *25.000 24//.750

CM

0.000 **2.500 *05/70.// 5.*04 52.0/ *0500.52*

50.751

CM.

S ' b =

7.24*

CM.

S ' t =

*24*5*.*42 CM4.

I 

0.000 421.1 124.5 2722.01* 245**0.*74 **7550.2*

=

25211.*2

CM/.

TENSION ACEO

=

*1017.27

CM/.


/ ' b

I 

7.24* 5.74* 1.24* >47.001 >41.501

2

! ' d ' CM

/ ' t

A&- VIGA DE SECCION COMPUESTA "3)(0

b CM


*50.000

'

/ '

CM 50.751 *2.000

! ' / ' CM) 24//.750 *200.000 /7*/.750

' I d ' = / ' −/ b CM CM *24*5*.*42 >*/./21 ////./// /.1*2 *2744.475

∑ ! ' / ' = ∑ ! '

4.0

CM.

S ' b =

∑ h −/ =

7/.1*2

CM.

S ' t =

'

/ b =

/ t =

! ' CM% 471.500 *00.000 571.500

h CM **.000 20.000 */.000

' b

I  =

*7**52.172 CM4.

S ' ts =

I 

5*.17 40471.0* 41/.417

=

27712.45

CM/.

TENSION

=

2401.*54

CM/.


=

//0/7.14

CM/.


/ ' b

I 

2

! ' d ' CM

/ ' t

I  / ' t − t

A&- VIGA DE SECCION COMPUESTA "3$(0

b CM


'

*50.000

'

/ '

CM 50.751 *2.000

' 2 ! ' / ' I d ' = / ' −/ b ! ' d ' CM) CM CM CM 24//.750 *24*5*.*42 >21.727 42/7/1.7* /400.000 *0000.000 47.5*4 77277.24* 27/.750 *214*5*.*42 **0*0*.1*2

∑ ! ' / ' = ∑ ! '

0.4

CM.

S ' b =

∑ h −/ =

57.5*4

CM.

S ' t =

/ b =

/ t =

! ' CM% 471.500 /00.000 771.500

h CM **.000 20.000 */.000

' b

I  =

2/15*.05/ CM4.

S ' ts =

I 

=

2175.57

CM/.

TENSION

=

4*44.7

CM/.


=

/47.*22

CM/.


/ ' b

I 

/ ' t

I  / ' t − t

VERI.ICACION DE ES.UEROS CLAVE

MOMENTO NO COMP?ESTO MOMENTO COMP?ESTO =/0 MOMENTO SOBECA,ARIMPACTO

@ PAA CA,AS DE COTA D?ACION /@ PAA CA,AS DE 3A,A D?ACION

ES.UEROS ADMISIBLES Fa!#r' = F!'!r#(' =

M ⋅/ 9 = = I

*/1*.500 +,-CM2 4.000 +,-CM2

MOMENTO

ALA IN.ERIOR

TN-M0

KG/CM%0

*75.221 42./* */7.045

ALA SUPERIOR KG/CM%0

f'c KG/CM%0

12.25 *52.2/ 40.5*

1*7.54* *2.0 2*4.45

/0.012 /2.10

$H)(,&(

$H%(&%F

)&(((

n=N # n=N DISEÑO VIGA

MET;AD= DE #A;2A' P=; PE'= M$E;T= N= #=MP$E'T= LOSA VEREDA VIGA DIAFRAGMA

MET;AD= DE #A;2A' P=; PE'= M$E;T= #=MP$E'T= BARANDA SOBRECARGA

M=MENT= P=; PE'= M$E;T= N= #=MP$E'T= Mnc M=MENT= P=; PE'= M$E;T= #=MP$E'T= Mc M=MENT= P=; '=%;E #A;2A M=+>L M7(c A#T=; DE #=N#ENT;A#>=N #AL#$L= : APL>#A#>=N #cM7(c M=MENT= P=; >MPA#T= M7c6 A?$'TE DE D>'E@= +E;>>#AND= LA 'E##>=N DEL PE;>L A' #AL#$L= DE LA' P;=P>EDADE' DE LA +>2A '.) 't) #AL#$L= DE LA 'E##>=N #=MP$E'TA N<30 '. 'tc 't7 #AL#$L= DE LA 'E##>=N #=MP$E'TA N<10 '. 'tc 't7

#=MPA;A#>=N DE E'$E;&=' PA;A #A;2A N= #=MP$E'TA

M nc⋅10

8 sb =

5

=

S b '

M nc⋅10

8 st =

5

S t '

=

PA;A #A;2A #=MP$E'TA N<30, N<10! 5

M c⋅10

8 sb =

Sb

=

5

M c⋅10

8 st =

S ts

=

5

M c⋅10

8 cc =

8 c =

Stc

8 cc n

=

=

;2A M=+>L! ANALISIS

- #=N AP=:= TEMP=;AL x +E;>>#A PE;>L N= #=MP$E'T=  x +E;>>#A PE;>L #=MP$E'T= n<30 ;EA##>=N DEL AP=:= 'E T;A'M>TE #A;2A' DE %A;ANDA : '(# PEAT=N x +E;>>#A PE;>L #=MP$E'T= n<10 - '>N AP=:= TEMP=;AL VIGA INTERIOR x +E;>>#A PE;>L N=

#=MP$E'T=  x N= +E;>>#A PE;>L #=MP$E'T= N> #A;2A PEAT=NAL! x +E;>>#A PE;>L #=MP$E'T= n<10 VIGA EXTERIOR x +E;>>#A PE;>L N= #=MP$E'T=  x +E;>>#A PE;>L #=MP$E'T= n<30

PEAT=NAL! x +E;>>#A PE;>L #=MP$E'T= n<10

$M>D=

'=L= +>2A METAL>#A! AL $>TA;'E EL AP=:= LA : ADEMA' 'E >N#L$:E LA' L!

'=L= +>2A METAL>#A! <30 :A $E N= T>ENE %A;ANDA'

'=L= +>2A METAL>#A! '=L= PA;A %A;ANDA : '(#

DISEÑO PUENTE SECCION COMPUESTA L=24.50 COMPLETO (DOS CARRILES)

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