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8/19/2019 ACERO-RFZO

1/13

CALCULO ACERO DE REFUERZO EN ELEMENTOS DE CONCRETOARMADO SIMPLE

f´c= 200 kg/cm2 b= 30 cm

fy= 4200 kg/cm2 h= 65 cm

Fi= 0.9 r= 6 cm

d= 59 cm Mu= 70000 kg-m

.

As min= 5.90 cm2 As= 3.5! cm2" #c$r% &%r $m&$r#ur# $n '%s#s

''$n#s y (##s

As!= 46.44 cm2 As= 2.95 cm2" #c$r% &%r $m&$r#ur# $n '%s#s

''$n#s #rm#d#s c%n #c$r% d$ #'#

As2= 96.)5 cm2 r$sis$nci# fys=5000 kg/cm2

As= 46.44 cm2 As min= 4.96 cm2" #c$r% minim% $n n$r*#dur#s y

r#b$s #rm#d#s c%n #c$r% d$ #'#

r$sis$nci# fys=5000 kg/cm2


2/13

f´c= 200 kg/cm2 b= 30 cm cb= 34.9)

fy= 4200 kg/cm2 h= 65 cm +!= 0.)5Fi= 0.9 r= 6 cm ,%b= 0.0204

d= 59 cm Mu= 70000 kg-m .75,%b= ,% m#= 0.0!53

!4/Fy= ,% min= 0.0033

As min= 5.90 cm2 As= 3.5! cm2" #c$r% minim% y/% &%r $m&$r#ur#

$n '%s#s ''$n#s y (##s

As= 46.44 cm2 As= 2.95 cm2" #c$r% &%r $m&$r#ur# $n '%s#s

''$n#s #rm#d#s c%n #c$r% d$ #'#

Asc= 96.)5 cm2 r$sis$nci# fys=5000 kg/cm2

As= 46.44 cm2 As min= 4.96 cm2" #c$r% minim% $n n$r*#dur#s y

r#b$s #rm#d#s c%n #c$r% d$ #'#r$sis$nci# fys=5000 kg/cm2

CALCULO DEL EJE NEUTRO EN VIGAS T ?

As= !2.00 cm2

#= 9.)) cm

= 50400 kg

c= !!.63 cm

Mr= 2452! kg-m


3/13

Mn= 54!55 #= 46.44

= 0.43 #= 29.73 = !!3733 .75= m#= 0.32

1= 2!736) .75#= # m#= 22.30

,% c#'cu'#d%= 0.0204 c= 46.44

$y= 0.002! $s= 0.0009

As= 5!.75 c m#= 26.24

fs= !)20 # m#= 22.30


4/13

DEFLEXIONES EN ELEMENTOS DE CONCRETO CONSIDERANDO EL AGRIETAMIENTO

Y EL EFECTO DEL REFUERZO EN LA RIGIDEZ PARA SECCIONES RECTANGULARES

CON ACERO EN TENSION Y EN COMPRESION (datos y rs!"tados # $% & ' )Pra"t *+ ,- .as /+ 0,

d+ 0123 d4+ ,23As + 0256 A'+ -210Fy+ 7,-- F4'+ ,--

C"aro L/8 + 773 = !0Fr= 2).2) Mcr= 22627

MOM9+ 33:;, MOM9


5/13

CORTANTE EN MUROS SISMICOS DE CONCRETO ($%')(# a@!" datos a 'a/>ar)

Er%y$c%C

F$ch#Cbic#ciGnC

'$m$n%C mur% H5

= 25 '= 700 Mu= 4!704400

F´c= 300


6/13

CALCULO DE ESFUERZOS Y PUNTO DE INFLEXION PARA CARGA DISTRI.UIDA :#%s r# c#mbi#r $n c$'d#s #(u'$s

Pro>dadsR=@o2 I#=r>or R=@o2 S!r>or >@H2

b= 0 cm As 1%#'= !.42 cm2 As 1%#'= !.00 cm2

h= 20 cm As +#s%n= 0.7! cm2 As +#s%n= 0.00 cm2

r= 2.5 cm Asb/As= 50.00K Asb/As= 0.00K

d= !7.5 cm *#'%r inici#'

Datos d A#a">s>s

;= 3.40 m ;/!6= 2!.25 cm

Bu= 359 kg/m d= !7.5 cm

Es=!r@osaoyo >@H2 '"aro '#tra" aoyo dr2

Mu i(>= 0 kg-m Mu= 470 kg-m Mu d$r= !00 kg-m

= 5)0.)9 kg . inici#' 0.00 m L d$r. inici#'= 0.!6 m

d Mo#tos a" '#tro y # "os aoyosMu i(>ui$rd% Mu c$nr#' Mu d$r$ch%

235 kg-m 235 kg-m 335 kg-m

L i(>= 0.47 m L d$r= 0.64 m

d Mo#tos # "os aoyosMu i(>ui$rd% Mu d$r$ch%

0 kg-m 0 kg-m

L i(>= 0.00 m L d$r= 0.00 m

A#'"a L'*o S!2 I@H2 A#'"a L'*o S!2 Dr2

;#= 0 cm ;#= 0 cm

A#'"a L'*o I#=2 I@H2 A#'"a L'*o I#=2 Dr2

;#= 26 cm ;#= 43 cm

CALCULO PUNTO DE INFLEXION PARA OTRA CONDICION DE CARGAS

;= 4.45 m ;/!6= 27.)! cm

Bu= 420 kg/m d= !7.5 cm

Mu= !245 kg-m


7/13

;#= !7) cm R=@o2 I#=r>or R=@o2 S!r>or As 1%#'= !.00 cm2 As 1%#'= !.00 cm2

A#'"a L'*o I#=2 As +#s%n= 0.00 cm2 As +#s%n= 0.00 cm2 Asb/As= 0.00K Asb/As= 0.00K

;#= !22 cm


8/13

R=@o2 S!r>or dr2 As 1%#'= !.00 cm2

As +#s%n= 0.00 cm2

Asb/As= 0.00K

*#'%r inici#'


9/13


10/13


Pro>dadsR=@o2 I#=r>or

b= !2 cm As 1%#'= !.9) cm2

h= 20 cm As +#s%n= !.27 cm2

r= 2.5 cm Asb/As= 64.!4K

d= !7.5 cm Datos d A#a">s>s

;= 4.00 m ;/!6= 25.00 cm

Bu= )!4 kg/m d= !7.5 cm


Mu i(>= 0 kg-m Mu= !"069 kg-m Mu d$r= !234 kg-m

= !3!9.50 kg . inici#' 0.00 m L d$r. inici#'= 0.76 m


3)3 kg-m 6)6 kg-m !6!7 kg-m

L i(>= 0.32 m L d$r= !.0) m

A#'"a L'*o I#=2 I@H2 A#'"a L'*o I#=2 Dr2

;#= 7 cm ;#= )3 cm

CALCULO PUNTO DE INFLEXION PARA OTRA CONDICION DE CARGAS

;= 0.00 m ;/!6= 0.00 cm

Bu= 0 kg/m d= !7.5 cm

Mu= 0 kg-m

or R=@o2 S!r>or As 1%#'= !.00 cm2 As 1%#'= !.00 cm2

A#'"a L'*o I#=2 As +#s%n= 0.00 cm2 As +#s%n= 0.00 cm2 Asb/As= 0.00K Asb/As= 0.00K

;#= 0 cm


11/13


12/13


Pro>dadsR=@o2 S!r>or >@H2

b= !00 cm As 1%#'= 4.73 cm2

h= !0 cm As +#s%n= 2.37 cm2

r= 2.5 cm Asb/As= 50.!!K

d= 7.5 cm Datos d A#a">s>s

;= 3.30 m ;/!6= 20.63 cm

Bu= 602 kg/m d= 7.5 cm


Mu i(>= )!) kg-m Mu= 2 kg-m Mu d$r= )!6 kg-m

= 993.9! kg . inici#' !.56 m L d$r. inici#'= !.56 m


0 kg-m 0 kg-m 0 kg-m

L i(>= 0.00 m L d$r= 0.00 m

d Mo#tos # "os aoyosMu i(>ui$rd% Mu d$r$ch%

4!0 kg-m 409 kg-m

L i(>= 0.4) m L d$r= 0.4) m

A#'"a L'*o S!2 I@H2 A#'"a L'*o S!2 Dr2

;#= 69 cm ;#= 69 cm

:A1I : D

E, :FA;1

R=@o2 I#=r>or R=@o2 S!r>or As 1%#'= !.00 cm2 As 1%#'= !.00 cm2

As +#s%n= 0.00 cm2 As +#s%n= 0.00 cm2

Asb/As= 0.00K Asb/As= 0.00K


13/13

R=@o2 S!r>or dr2 As 1%#'= 4.73 cm2

As +#s%n= 2.37 cm2

Asb/As= 50.!!K

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