Formulario de Concreto Armado Vigas Simple y Doble

 YORDAN  YORDAN Q. G.

FORMULARIO DE CONCRETO ARMADO DISEÑO DE VIGA

β1 = 0.85 β1 = 0.80 β1 = 0.&5

(f'c = 210 , f'c = 280 kgcm2) (f'c = $50 kgcm2) (f'c = 20 kgcm2) M =

As = *%*!   0.&5 % M = Asm: = 0.&*;f'c * %<*! RN fy % = 25cm s cca34 $ ac3s % = $0cm s cca34  ac3s % = $5cm s cca34 5 ac3s

a=

As*fy 0.85*f'c*% As * fy * (! " a#2)

M = As * fy M  M 9  9

f'c *%*!2 +(1 " 0.5+) k = +(1 " 0.5+ Asm: = 1.1 * %<*! A/ % fy 1 caa ! = 6"7 2 caas ! = 6" $ caas ! = 6"12

1 OND//ON

2 OND//

 YORDAN Q. G.

DISEÑO DE VIGA DOBLEMENTE REFORZADA

OND//ON 1 a1 As1*fy 0.85*f'c*%

As1 = 1*%*! 1 = 0.5 % M1 = As1*fy*(!"a#2)

OND//ON 2 A's*f's = As*fy M2 = As2*fy*(!"!') f's = 7000 1 " !' * 7000>fy !'=7cm ! 7000 A's = As2 * fy cm3%a3 3a  f's %*!

As1*fy = 0.85f'c*a*% M2 = M " M1 

As = As1 > M = (M1 >M2) s: f's ? fy asm:3 f's = fy s: f's @ fy asm:3 f's 0.&5% > '3a %*!

DISEÑO DE LOSAS MACIZAS

--M-NBO sas Mac:as  a !:3cc: sas a:g3a!as  a !:3cc: a=

As*fy 0.85*f'c*%

s:mmC aya!a

 EC3m Am%s EC3ms cC: cC:s

Fa!: aC3a

1#20

1#2

1#28

1#10

1#17

1#18.5

1#21

1#8

s Cm ! = 6"$

M= As*fy*(!"a#2) M = f'c *%*!2 +(1 " 0.5+) As. Bm Asm: = 0.0018 %*6 Ac3 g3a! 70 Asm: = 0.0020 %*6 Ac3 g3a! 0 a 5 ! 3f3c:a  3f3 g:C!:a  a sa mac:a !%3a Fa3 ac3 ! $#8H  1#2H sac:am:C ! 3f3 g:C!:a caca!  !%3a s3 may3 a $6  5cm (sa3 a3a ac3 ! Cm3aC3a  sac:am:C 5cm  56 (sa3  m3) Ic  I =0.&5 Ic = 0.5$*;(f'c) *%*! % = 100cm I = 1. 1.1 ca3ga C:m J= 1. m > 1.& F As 1 A E

 YORDAN Q. G.

DISEÑO DE LOSAS ALIGERADAS

% = 0cm %< = 10cm

Ic  I =0.&5 1.1 6(m) 9s sa (kg#m2) 0.1& 250 0.2 280 0.25 $20 0.$ $&0 A/

Asm: = 1.1 * %<*! fy Ic = 0.5$*;(f'c) *%<*! 9s sa (kg#m2) 280 $00 $50 20 RN-

!=

Asm: = 0.&*;f'c * %<*! fy %< = 10cm As Cm

I = 1.

1#H K0.25m

s:  cm a c3CaC amCa As 3a = As * 1.$0

 YORDAN Q. G.

(! " a#2) I  I

) 6#2

N

%  25cm

 YORDAN Q. G.

! = 6"

As2 A's = As2 A's L As2

::ma 6 3a a  :%3 may3

%= 1m 0  m3)   15*J* 2

 YORDAN Q. G.

6"$

  15*J* 2 s:m3   3aC