8/16/2019 Diseño contratrabe

1/57

Diseño de contratrabe de cimentación 80x120 (propuesta por Felipe)

Datos: Para que A’s fuya:b = 80.00 cmb' = 0.00 cmt = 120.00 cm

h = 120.00 cm Para que se presente la alla balancea a: = 11!.00 cm".00 cm0.00 cm0.00 cm0.00 cm0.00 cm

’ c = !#0.00 $ c = 280.00

% c = 2!8.000.8#

As = 101.&0 20 ars ( 8 ars ) 20101.&0 20 ars ( 8 ars ) 20

0.000.000.00 *b+cac+,n el0.00

y = &/200.00

p = 0.0211! 0.00!12 opma = 0.028!! o

Revisión por fexión

u = &22.00 u = &2/200/000

Estudio de compatibilidad de de ormaciones se!"n las #ipótesis b$sicas de fexi

&aso Flexion 'ura c 3cm4 a 3cm411.#& 5.80 6 6

6 6 6 66 6 0.0011"5&78 2/!#8.5&6 6 0.00! &/200.00

c

1 = cb =

2 =

! = &aso 1 >es+stenc+a a tens+,n pura:& =

# =m;cm 2

m;cm 2 &aso 2 >es+stenc+a a compres+,n pura:

m;cm 2? 1 = P0c = b

8/16/2019 Diseño contratrabe

2/57

6 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 6 6

C> = 0.5> = &05.81 ton

8/16/2019 Diseño contratrabe

3/57

&aso c 3cm4 a 3cm42#.2" 21.&8 6 6

6 6 6 6

6 6 0.0021785&1 &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 6 6

&aso * c 3cm4 a 3cm4

!5.00 !!.1# 6 66 6 6 66 6 0.002&71#"8 &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 6 6

&aso + c 3cm4 a 3cm4#2."& &&.8! 6 6

6 6 6 66 6 0.002701"5# &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.00

6 6 0.00! &/200.006 6 6 6

&aso , c - cb c 3cm4 a 3cm477.&" #7.#0 6 6

6 6 6 6

Bs+ s+ 3 ;cm24- c1 = t < b < ''c

- c2 = 9a6t < b' < ''c

- s1 = A s1 < s1- s2 = A s2 < s2- s! = A s! < s!- s& = A s&< s&- s# = A s# < s# s = A s < s

Bs+ s+ 3 ;cm24

- c1 = t < b < ''c- c2 = 9a6t < b' < ''c

- s1 = A s1 < s1- s2 = A s2 < s2- s! = A s! < s!- s& = A s&< s&- s# = A s# < s# s = A s < s

Bs+ s+ 3 ;cm24- c1 = t < b < ''c

- c2 = 9a6t < b' < ''c- s1 = A s1 < s1- s2 = A s2 < s2- s! = A s! < s!- s& = A s&< s&

- s# = A s# < s# s = A s < s

Bs+ s+ 3 ;cm24- c1 = t < b < ''c

- c2 = 9a6t < b' < ''c

8/16/2019 Diseño contratrabe

4/57

6 6 0.00278&0"1 &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.00

6 6 6 6

&aso . c 3cm4 a 3cm4"".18 7#.70 6 6

6 6 6 66 6 0.002"2"857 &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 6 6

&aso 8 c 3cm4 a 3cm48".88 "&."0 6 6

6 6 6 66 6 0.002"710&& &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 6 6

&aso / c 3cm4 a 3cm4

58.#5 8!.80 6 66 6 6 66 6 0.002"8755! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.00

- s1 = A s1 < s1- s2 = A s2 < s2- s! = A s! < s!- s& = A s&< s&- s# = A s# < s#

s = A s < s

Bs+ s+ 3 ;cm24- c1 = t < b < ''c

- c2 = 9a6t < b' < ''c- s1 = A s1 < s1- s2 = A s2 < s2- s! = A s! < s!- s& = A s&< s&- s# = A s# < s# s = A s < s

Bs+ s+ 3 ;cm24- c1 = t < b < ''c

- c2 = 9a6t < b' < ''c-

s1 = A

s1<

s1- s2 = A s2 < s2- s! = A s! < s!- s& = A s&< s&- s# = A s# < s# s = A s < s

Bs+ s+ 3 ;cm24

- c1 = t < b < ''c- c2 = 9a6t < b' < ''c

- s1 = A s1 < s1- s2 = A s2 < s2- s! = A s! < s!- s& = A s&< s&- s# = A s# < s#

8/16/2019 Diseño contratrabe

5/57

6 6 6 6

&aso 10 c 3cm4 a 3cm4105.25 52.50 6 6

6 6 6 66 6 0.00280"8#8 &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 6 6

&aso 11 c - # c 3cm4 a 3cm4120.00 102.00 6 6

6 6 6 66 6 0.00282# &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 6 6

Dia!rama de interacción

n Pnton m ton

1 0.00 68#1."72 #.!# 0.00! 7#2.85 &08.5#

& "2#.#! 7!1.22# ""2.2! 8#!.&57 "52.55 10"#."7" "1#.1! 1!52.#08 7&0.02 17"&.285 #71.7# 15!2.#0

10 &"7.!2 21"&.0"11 !81.75 2&0!.12 0.00 !1!7.#7

s = A s < s

Bs+ s+ 3 ;cm24- c1 = t < b < ''c

- c2 = 9a6t < b' < ''c- s1 = A s1 < s1- s2 = A s2 < s2- s! = A s! < s!- s& = A s&< s&- s# = A s# < s# s = A s < s

Bs+ s+ 3 ;cm24- c1 = t < b < ''c

- c2 = 9a6t < b' < ''c- s1 = A s1 < s1- s2 = A s2 < s2- s! = A s! < s!- s& = A s&< s&- s# = A s# < s#

s = A

s<

s

0 100 2006#00

0

#00

1000

1#00

2000

2#00

!000

!#00

'n ton

8/16/2019 Diseño contratrabe

6/57

Pu = 0.00 tonu = &22.00 ton muy = 0.00 ton m

con re uerEo que no es hel+co+ al

!20.00 ton0."0

22&.00

11#0.00 ton

0."080#.00

!1!7.#7 ton0."0

215#.#5

150.&& ton

0.00 ton

0.00 o

Revisión por cortante

-ortante Flt+mo Gu

Gu = 11#.00 on Gu ma =Gu = 11#/000.00 Gu ma = 2&2/025.01

-ortante que res+ste el concreto Gc>

Gc> = s+ p H 0.01#Gc> =

p = 0.010#7 = 11!.00 cm

C> = 0.80

P> = 1 ; 31;P > 1;P >y 6 1;P>04

Pn =C> =P> =

Pny =

C>y =P>y =

P0c =C>0c =

P>0 =

P> = 1 ; 31;P > 1;P >y 6 1;P>04P> =

Pu =

Pu ; P> =

2 C> b $c1;2 en el caso e c

C> b 90.2 20p $c1;2

0.# C> b $c1;2 s+ p 0.01#

61#00

61000

8/16/2019 Diseño contratrabe

7/57

Gc> = &5/"7".22

Cactor que a ecta el Gc>

Gc> = Gc>0.8 H = 160.000&9h6"00 H 1.0 s+ h I "00 mm

h = 1/200.00 mm160.000&9h6"00 = 0.80 = 0.80

-omparac+,n Gu .s. Gc>

Gc> = !5/81!.""Gu = 11#/000.00

>e uerEo trans ersal propuesto

con ars ( &b = 1.2" cm

ramas = &A = #.0" cm2

s requer+ a por tens+on +a onal

s =J = 50.00 K

Gs> = Gu 6 Gc>Gs> = "#/187.2!

s = 2#.#5 cm

s ma perm

s ma p = 0.# s ma p = 0.2#

181/#21."7

Gu = 11#/000.00

s ma p = 0.# = .20 cm

s e +seLo

r+ e s = 2#.#5 cm

M ma p para columnas

C> A y 9senJ cosJ ; Gs>

s+ Gc> H Gu N 1.# C> b $c1;2 s+ Gu I 1.# C> b $c 1;2

1.# C> b $c1;2 =

8/16/2019 Diseño contratrabe

8/57

M1 = 8#0 b lon ;sqr9 y = "&.57 cmM2 = &8 b estr+bo = 70.57 cm

M! = b;2 = &0.00 cm

r+ e M = 2#.#5 cm

usar M = 1!.00 cm

>e uerEo al centro el claro

O(&)1! & ramas

>e +s+on el re uerEo trans ersal propuesto:

A = #.0" cm2A m+n =

A m+n = 1.2& cm2 o

a separac+,n el re uerEo trans ersal en los e tremos e la columna se re uce a la m+ta .

on +tu ’ en los e tremos e la columna en la cual hay que re uc+r la separac+,n el re u

'1 = b col = 80.00 cm'2 = Q col ; 7 = "8.!! cm'! = 700 mm = 70.00 cm

' = 80.00 cm

0.! $c1;2 b s ; y

8/16/2019 Diseño contratrabe

9/57

8/16/2019 Diseño contratrabe

10/57

2!.!! cm

77.&" cm

68#1/"70.00 = 0.00

8/16/2019 Diseño contratrabe

11/57

6 6 0.00 670.00 0.006 6 0.00 670.00 0.006 6 0.00 670.00 0.00

0.027!88#88 &/200.00 &2#/880.00 #!.00 22/#"1/7&0.00Pn 3 4 = 0.00 n 3

8/16/2019 Diseño contratrabe

12/57

Bs C 3 4 b 3cm46 6 6&08/5#2.52 6&5.27 20/1/!0!.016 6 0.00 0.00 0.00

6 6 6&2#/880.00 6#!.00 22/#"1/7&0.006 6 0.00 670.00 0.006 6 0.00 670.00 0.006 6 0.00 670.00 0.006 6 0.00 670.00 0.00

0.010&1#77" &/200.00 &2#/880.00 #!.00 22/#"1/7&0.00Pn 3 4 = &08/5#2.52 n 3

8/16/2019 Diseño contratrabe

13/57

6 6 6&2#/880.00 6#!.00 22/#"1/7&0.006 6 0.00 670.00 0.006 6 0.00 670.00 0.006 6 0.00 670.00 0.006 6 0.00 670.00 0.00

0.0021 &/200.00 &2#/880.00 #!.00 22/#"1/7&0.00Pn 3 4 = 1/0"#/"70.00 n 3

8/16/2019 Diseño contratrabe

14/57

0.000&!8#&& 8"".05 88/5!7."# #!.00 &/"1!/7&".5"Pn 3 4 = 1/5!2/&5#.2# n 3

8/16/2019 Diseño contratrabe

15/57

olumnas

n ton m

8/16/2019 Diseño contratrabe

16/57

8/16/2019 Diseño contratrabe

17/57

erEo trans ersal.

8/16/2019 Diseño contratrabe

18/57

8/16/2019 Diseño contratrabe

19/57

Diseño de columna

Datos: Para que A’s fuya:b = 70.00 cmb' = 0.00 cmt = 70.00 cm

h = 70.00 cm Para que se presente la alla balancea a: = ##.00 cm#.00 cm

!0.00 cm0.00 cm0.00 cm0.00 cm

’ c = 2#0.00 $ c = 200.00

0.8# % c = 1"0.00As = 1#.20 ! ars ( 8

1#.20 ! ars ( 810.1! 2 ars ( 80.000.00 *b+cac+,n el0.00

y = &/200.00

p = 0.01127 P m+n = 20; y = 0.00&"7 op ma = 0.07000 o

Revisión por fexocompresión biaxial

Pu = !".00 ton Pu = !"000.00u = 17.00 u = 1700000.00uy = 11.00 uy = 1100000.00

Estudio de compatibilidad de de ormaciones se!"n las #ipótesis b$sicas de fexi

&aso 2 Flexion 'ura c 3cm4 a 3cm48.18 7.5# 6 6

6 6 6 66 6 0.001177&2 2/!!2.8&6 6 60.008001&"5 6&/200.00

c

1 = cb =

2 =

! = &aso 1 >es+stenc+a a tens+,n pura:& =

# =m;cm 2

m;cm 2 &aso 2 >es+stenc+a a compres+,n pura:

? 1 =m;cm 2 P0c = b

8/16/2019 Diseño contratrabe

20/57

6 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 6 6

&aso c 3cm4 a 3cm410.!0 8."7 6 6

6 6 6 66 6 0.001#&&001 !/088.006 6 60.00#"!#55& 6&/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 6 6

&aso * c 3cm4 a 3cm412.&2 10.#7 6 6

6 6 6 66 6 0.001"52725 !/#8#.276 6 60.00&2&&22! 6&/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 6 6

&aso + c 3cm4 a 3cm41&.## 12.!7 6 6

6 6 6 6

6 6 0.001578"!1 !/5!".&76 6 60.00!18"71" 6&/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 6 6

- s! = A s! < s!- s& = A s&< s&- s# = A s# < s# s = A s < s

Bs+ s+ 3 ;cm24- c1 = t < b < ''c

- c2 = 9a6t < b' < ''c- s1 = A s1 < s1- s2 = A s2 < s2- s! = A s! < s!- s& = A s&< s&- s# = A s# < s# s = A s < s

Bs+ s+ 3 ;cm24- c1 = t < b < ''c

- c2 = 9a6t < b' < ''c- s1 = A s1 < s1- s2 = A s2 < s2-

s! = A

s!<

s!- s& = A s&< s&- s# = A s# < s# s = A s < s

Bs+ s+ 3 ;cm24- c1 = t < b < ''c

- c2 = 9a6t < b' < ''c

- s1 = A s1 < s1- s2 = A s2 < s2- s! = A s! < s!- s& = A s&< s&- s# = A s# < s# s = A s < s

8/16/2019 Diseño contratrabe

21/57

&aso , c - cb c 3cm4 a 3cm417.7" 1&.1" 6 6

6 6 6 66 6 0.0021 &/200.00

6 6 60.002& 6&/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 6 6

&aso . c 3cm4 a 3cm42#.!! 21.#! 6 6

6 6 6 66 6 0.002&0"85# &/200.006 6 60.000##27!2 61/10#.276 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 6 6

&aso 8 c 3cm4 a 3cm4!&.00 28.50 6 6

6 6 6 66 6 0.002##882& &/200.006 6 0.000!#25&1 "0#.886 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.00

6 6 6 6

&aso / c 3cm4 a 3cm4&2.7" !7.2" 6 6

6 6 6 66 6 0.0027&8&!8 &/200.00

Bs+ s+ 3 ;cm24- c1 = t < b < ''c

- c2 = 9a6t < b' < ''c- s1 = A s1 < s1

- s2 = A s2 < s2- s! = A s! < s!- s& = A s&< s&- s# = A s# < s# s = A s < s

Bs+ s+ 3 ;cm24- c1 = t < b < ''c

- c2 = 9a6t < b' < ''c- s1 = A s1 < s1- s2 = A s2 < s2- s! = A s! < s!- s& = A s&< s&- s# = A s# < s# s = A s < s

Bs+ s+ 3 ;cm24- c1 = t < b < ''c

- c2 = 9a6t < b' < ''c- s1 = A s1 < s1- s2 = A s2 < s2- s! = A s! < s!- s& = A s&< s&- s# = A s# < s#

s = A s < s

Bs+ s+ 3 ;cm24- c1 = t < b < ''c

- c2 = 9a6t < b' < ''c- s1 = A s1 < s1

8/16/2019 Diseño contratrabe

22/57

6 6 0.00085072# 1/"81.2#6 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 6 6

&aso 10 c 3cm4 a 3cm4#1.!! &!.7! 6 6

6 6 6 66 6 0.002"0""52 &/200.006 6 0.0012&7"#! 2/&5!.#16 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 6 6

&aso 11 c - # c 3cm4 a 3cm470.00 #1.00 6 6

6 6 6 66 6 0.002"# &/200.006 6 0.001# !/000.006 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 6 6

Dia!rama de interacción C> = 0.50

> P>ton m ton

1 0.00 61#!.202 !5.2" 0.00! .#2 27.88& #0.#5 #0.2&# #&.87 "1.717 #8.#! 51."7" 77."# 18".70

- s2 = A s2 < s2- s! = A s! < s!- s& = A s&< s&- s# = A s# < s# s = A s < s

Bs+ s+ 3 ;cm24- c1 = t < b < ''c

- c2 = 9a6t < b' < ''c- s1 = A s1 < s1- s2 = A s2 < s2- s! = A s! < s!- s& = A s&< s&- s# = A s# < s# s = A s < s

Bs+ s+ 3 ;cm24- c1 = t < b < ''c

- c2 = 9a6t < b' < ''c- s1 = A s1 < s1-

s2 = A

s2<

s2- s! = A s! < s!- s& = A s&< s&- s# = A s# < s# s = A s < s

&00

#00

700

"00800

8/16/2019 Diseño contratrabe

23/57

8 78.25 2"8.#05 #5.80 !82.50

10 &8.71 &"&.8811 !!."2 ##5.8!12 0.00 "0&.00

Pu = !".00 tonu = 17.00 ton muy = 11.00 ton m

1&0.00 ton2!0.00 ton"82.2! ton

5".52 tonPu = !".00 ton

0.!8 o

Revisión por cortante

-ortante Flt+mo Gu

Gu = #.00 on Gu ma =Gu = #/000.00 Gu ma = 8&/00&.25

-ortante que res+ste el concreto Gc>

Gc> = s+ p H 0.01#Gc> =

p = 0.01127 = ##.00 cm

C> = 0.80Gc> = 1#/8"!."0

Cactor que a ecta el Gc>

Gc> = Gc>0.8 H = 160.000&9h6"00 H 1.0 s+ h I "00 mm

h = 700.00 mm

P> = 1 ; 31;P > 1;P >y 6 1;P>04

P> =P>y =P>0 =

P> =

Pu;P> =

2 C> b $c1;2 en el caso e c

C> b 90.2 20p $c1;2

0.# C> b $c1;2 s+ p 0.01#

0 10 20

62006100

0

100

200

8/16/2019 Diseño contratrabe

24/57

160.000&9h6"00 = 1.0& = 1.00

-omparac+,n Gu .s. Gc>

Gc> = 1#/8"!."0

Gu = #/000.00

>e uerEo trans ersal propuesto

con ars ( !b = 0.5# cm

ramas = &A = 2.8# cm2

s requer+ a por tens+on +a onal

s =J = 50.00 K

Gs> = Gu 6 Gc>Gs> = 0.00

s = s ma perm

s ma perm

s ma p = 0.#

s ma p = 0.2#

#7/002.87Gu = #/000.00

s ma p = 0.# = 2".#0 cm

s e +seLo

r+ e s = 2".#0 cm

M ma p para columnas

M1 = 8#0 b lon ;sqr9 y = !!.!1 cmM2 = &8 b estr+bo = ."2 cm

M! = b;2 = !0.00 cm

r+ e M = 2".#0 cmusar M = 20.00 cm

C> A y 9senJ cosJ ; Gs>

s+ Gc> H Gu N 1.# C> b $c1;2

s+ Gu I 1.# C> b $c1;2

1.# C> b $c1;2 =

8/16/2019 Diseño contratrabe

25/57

>e uerEo al centro el claro

O(!)20 & ramas

>e +s+on el re uerEo trans ersal propuesto:

A = 2.8# cm2A m+n =A m+n = 1.21 cm2 o

a separac+,n el re uerEo trans ersal en los e tremos e la columna se re uce a la m+ta

on +tu ’ en los e tremos e la columna en la cual hay que re uc+r la separac+,n el re

'1 = b col = 70.00 cm

'2 = h col ; 7 = 10.00 cm'! = 700 mm = 70.00 cm

' = 70.00 cm

0.! $c1;2 b s ; y

8/16/2019 Diseño contratrabe

26/57

17.7" cm

!2.!# cm

61"0/227.00 = 0.00

8/16/2019 Diseño contratrabe

27/57

6 6 0.00 6!0.00 0.006 6 0.00 6!0.00 0.006 6 0.00 6!0.00 0.00

0.01"175!"8 &/200.00 7!/8&0.00 2#.00 1/#57/000.00Pn 3 4 = 0.00 n 3

8/16/2019 Diseño contratrabe

28/57

Bs C 3 4 b 3cm46 6 61&&/#00.00 622.52 !/!11/.!!6 6 0.00 0.00 0.006 6 67!/8&0.00 62#.00 1/#57/000.00

6 6 &2/#&7.00 0.00 0.006 6 0.00 6!0.00 0.006 6 0.00 6!0.00 0.006 6 0.00 6!0.00 0.00

0.0075 &/200.00 7!/8&0.00 2#.00 1/#57/000.00Pn 3 4 = 101/5#&.00 n 3

8/16/2019 Diseño contratrabe

29/57

6 6 618/0&&.07 0.00 0.006 6 0.00 6!0.00 0.006 6 0.00 6!0.00 0.006 6 0.00 6!0.00 0.00

0.00087"188 1/"!&.!8 27/!72.#0 2#.00 7#5/072.#0

Pn 3 4 = &2#/&&1.#7 n 3

8/16/2019 Diseño contratrabe

30/57

olumnas

!0 &0 #0 70 "0 80

R ton m

8/16/2019 Diseño contratrabe

31/57

8/16/2019 Diseño contratrabe

32/57

.

erEo trans ersal.

8/16/2019 Diseño contratrabe

33/57

para tomar mas lechos e acero

8/16/2019 Diseño contratrabe

34/57

8/16/2019 Diseño contratrabe

35/57

-alculo el acero e re uerEo lon +tu +nal :Gar+llas t+po 1 Gar+llas t+po 2

( Gars. & ( Gars.12 7

Rrea e acero propuestaAs = .70!7"!1

! ars el ( 8.##0788"12 ars el ( 10.1!&1&57! ars el ( 1#.20122&&

S Gar. 3+n;84 S Gar. 3+n;84

3cm24

8/16/2019 Diseño contratrabe

36/57

Gar+llas t+po !( Gars. 0

0

&0 8 202 cas+&0 10 !17!2 10 2#!20 12 228

S Gar. 3+n;84

8/16/2019 Diseño contratrabe

37/57

8/16/2019 Diseño contratrabe

38/57

8/16/2019 Diseño contratrabe

39/57

8/16/2019 Diseño contratrabe

40/57

8/16/2019 Diseño contratrabe

41/57

8/16/2019 Diseño contratrabe

42/57

8/16/2019 Diseño contratrabe

43/57

8/16/2019 Diseño contratrabe

44/57

8/16/2019 Diseño contratrabe

45/57

8/16/2019 Diseño contratrabe

46/57

8/16/2019 Diseño contratrabe

47/57

8/16/2019 Diseño contratrabe

48/57

8/16/2019 Diseño contratrabe

49/57

8/16/2019 Diseño contratrabe

50/57

8/16/2019 Diseño contratrabe

51/57

8/16/2019 Diseño contratrabe

52/57

Diseño de trabe

Datos: Para que A’s fuya:b = 70.00 3cm4b' = 0.00 3cm4 17.7"t = 70.00 3cm4

h = 70.00 3cm4 Para que se presente la alla balancea = ##.00 3cm4#.00 3cm4 !2.!#!0.00 3cm40.00 3cm40.00 3cm40.00 3cm4 =

’ c = 2#0.00 $ c = 200.00

0.8# % c = 1"0.00As = 11.&0 & ars ( 7

11.&0 & ars ( 72.#! 2 ars ( &0.000.000.00

y = &/200.00

>e +s+,n por fe +,n

u = 5.0#u = 50#000.00

&aso Flexión 'ura c 3cm4 a 3cm4#."& &.88 6 6

6 6 6 66 6 0.000!8&5 "75."56 6 60.01275072 6&/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 0.00! &/200.006 6 6 6

C> = 0.50

1 =

2 =

! = &aso 1 >es+stenc+a a tens+,n pura:& =

# =3 m;cm243 m;cm24 &aso 12 >es+stenc+a a compres+,n pu

? 1 =3 m;cm243cm24

As1 = 3cm24As2 = 3cm24As! = 3cm24As& = 3cm24As# = 3cm24

3 m;cm24

ton

8/16/2019 Diseño contratrabe

53/57

> = 2#.08u = 5.0#

>e +s+,n por cortante

Gu = #/"50.00

p = 0.00"0&

= !0.00 cmGc> = s+ p H 0.01#Gc> =

C> = 0.80Gc> = 7/5!8."0

Gc> = Gc>0.8 H = 160.000&9h6"00 H 1.0 s+ h I "00 mm

h = 700.00 mm160.000&9h6"00 = 1.0&

= 1.00Gc> = 7/5!8."0

>e uerEo trans ersal propuesto:con ars ( !

b = 0.5# cmramas = 2

A = 1.&! cm2

s requer+ a:s =J = 50.00 K

Gs> = Gu 6 Gc>Gs> = 0.00

s = s ma perm

s ma perm: s1 = + a ; & = 1!."# cms2 = 8 b = 1#.2& cm

s! = 2& b estr+bo = 22.87 cms& = !00mm = !0.00 cm

r+ e s = 1!."# cmusar s = 20.00 cm

ton b $c1;2 s+ p 0.01#

C> A y 9senJ cosJ ; Gs>

8/16/2019 Diseño contratrabe

54/57

>e +s+on el re uerEo trans ersal propuesto:A m+n =A m+n = 1.21 cm2 o

Ontonces usar:O (!)20 en los e tremos

O (!)2" al centro el claro

0.! $c1;2 b s ; y

8/16/2019 Diseño contratrabe

55/57

3cm4

a:

3cm4

6107/!87.000.00

8/16/2019 Diseño contratrabe

56/57

8/16/2019 Diseño contratrabe

57/57