DISEÑO DE VIGA DE CONEXIÓN

luz a cara columna luz a cara columna

0.55 0.55 0.55

EJE 1 - 1

CARGAS (Ton)

Col b t Pcm Pcv P P ult Ru

1A 0.35 0.35 61.94 10.59 72.53 104.72 121.3

1B 0.45 0.45 111.28 21.74 133.02 192.74 223.2

1C 0.35 0.35 61.83 10.60 72.43 104.58 121.1

tramo 1A 1B

Predimensionado

h = L / 7 = 4.43 Asumir : h =

b= h / 2 = 0.70

b= Pu(1A)/31L = 104.7 Asumir : b =

b= col+2" = =

Peralte : d = 70.0 rec = Ф

d = ØESTRIBO = 3/8"

Øvari . = 3/4"

Diagrama de Momentos :

Pu1 =

0.70

Mu =

Md

Mu = Md

3.95 3.25

Md =

h/4 =

Vu = Ru1 - Pu1 = 121.28 - 104.72

Vu =

Pu1=

DETERMINACION DEL AREA DE REFUERZO

Refuerzo Longitudinal :

f'c = Mu_falta = tn-m

f y =

Ф flex= 0.9 As_falta = cm2

As min = = a =

=

As min =

= = As falta =

As min =

2 Ф 3/4" + 1 Ф 3/4" area de acero a = Mumin = CALCULO DE BASTONES

2 Ф 2.85 + 1 Ф 2.85 8.55 cm2 5.0294 19.58

OK cm ton-m 4 Ф 1" + 2 Ф 3/4" area de acero

4 Ф 5.07 + 2 Ф 2.85

OK

Refuerzo de cara inferior : CALCULO DE ACERO CARA INFERIOR

As+ = As-= =

4 2 Ф 3/4" + 1 Ф 3/4" area de acero

2 Ф 2.85 + 1 Ф 2.85

Refuerzo Tranversal : OK

Corte tomado por el concreto :

Vc = 0.53 Bd

Vc = <

ØVc = 0.85 Vc = Vu > ØVc NO CUMPLE >

Colocar acero Mínimo : pero con los estribos cubre el cortante

; tomando estribos de Ø A = area de estribos

VARILLAS USADAS EN VIGA

= = 3/4"

0.35 4.43m 0.45 4.43m

210 Kg/cm²

4200 Kg/cm²

0.35 m

cm2

1.43cm²

1.43 x 4200 42.75 cm

19.4 Ton

16.5 Ton

3/8''

8.41cm²

25.98 cm2

8.55 cm2

1.91 cm

33.84 8.46cm²

4

25.29

0

8.41cm²

6.10cm²

13.80 cm

104.7 Ton

0.175

16.57 Ton

60.31 Ton-m

73.30 Ton-m

0.88 3.08

104.7 Ton

3.95

63.10 cm

/ 137 = 0.40 m

- 5.00 - - 0.95 - 0.96 5.00 cm

0.76 m

0.40 m

/ 7 = 0.63 m 0.70 m

/ 2 =

3.15

1A 1B 1C

P (Ton)

0.35

1.75

0.95 cm

1.91 cm

23.46

53.72

1.75

)2

afy(dφ

MuAs

0.85f´cb

Asfya

fy

db14

c'f

fy

3.5bsAvmin

fy3.5b

Avmins

dbfy

cf**

´*7.0

faltaMu

faltaAs

Mu

As

_

_

min_

min

1"

Separación mínima por sismo : 3/4"

.-) 1 a

.-) 2h =

Minimo =

se toma el minimo : So = So =

.-) Resto : d/2 = S =

Ø 3/8'' 1 @ 0.05 , 11 @ 0.125 , R 0.25

DISEÑO VIGA DE CONEXIÓN

4 Ø 1" + 2 Ø 3/4"

1.48 2 Ø 3/4" + 1 3/4"

hVIGA 0.70

0.10

2 Ø 3/4" + 1 3/4"

Ø 1 @ 0.050 , 11 @ 0.125 , R 0.250

1.75

1.68

3.15

0.55

3/8''

1.40 mSo≤

8db =

0.55

30.00 cm

15.77 cm 12.5 cm

31.5 cm 25.0 cm

20.32 cm

24Øestr = 22.86 cm

0.05

d/4 = 15.77 cm

2.54 cm

1.91 cm

3.50 x 40.00fy

3.5b

Avmins

tramo 1B 1C h = L / 7 = 4.43 Asumir : h =

Predimensionado

b= h / 2 = 0.70

b= Pu(1C)/31L = #### Asumir : b =

b= col+2" = =

Peralte : d = 70.0 rec = Ф

d = ØESTRIBO = 3/8"

Øvari . = 5/8"

Diagrama de Momentos :

Pu3 =

0.70

Mu =

Md

Mu = Md

3.95 3.25

Md =

h/4 =

Vu = Ru1 - Pu1 = 121.12 - 104.58

Vu =

Pu1=

DETERMINACION DEL AREA DE REFUERZO

Refuerzo Longitudinal :

f'c = Mu_falta = tn-m

f y =

Ф flex= 0.9 As_falta = cm2

As min = = a =

=

As min =

= = As falta =

As min =

2 Ф 3/4" + 1 Ф 3/4" area de acero a = Mumin = CALCULO DE BASTONES

2 Ф 2.85 + 1 Ф 2.85 8.55 cm2 5.029 19.63

OK cm ton-m 4 Ф 1" + 2 Ф 3/4" area de acero

4 Ф 5.07 + 2 Ф 2.85

OK

Refuerzo de cara inferior : CALCULO DE ACERO CARA INFERIOR

As+ = As-= =

4 2 Ф 3/4" + 1 Ф 3/4" area de acero

2 Ф 2.85 + 1 Ф 2.85

Refuerzo Tranversal : OK

Corte tomado por el concreto :

Vc = 0.53 Bd

Vc =

ØVc = 0.85 Vc = Vu > ØVc NO CUMPLE

Colocar acero Mínimo :

; tomando estribos de Ø A =

VARILLAS USADAS EN VIGA

= = 3/4"

8.55 cm2

1.91 cm

0.95 cm

1.59 cm

53.58

23.33

13.73 cm

25.98 cm2

/ 7 = 0.63 m 0.70 m

/ 2 = 0.35 m

/ 137 = 0.76 m 0.40 m

0.40 m

- 5.00 - - 0.95 - 0.80 5.00 cm

63.26 cm

104.6 Ton

3.95

0.88 3.08

0.175

73.21 Ton-m

16.54 Ton

6.11cm²

60.23 Ton-m

0

104.6 Ton

210 Kg/cm²

4200 Kg/cm²

8.43cm²

8.43cm²

cm225.13

3/8''

4

33.68

19.4 Ton

16.5 Ton

8.42cm²

1.43 x 4200 42.75 cm

1.43cm²

)2

afy(dφ

MuAs

0.85f´cb

Asfya

)2

afy(dφ

MuAs

0.85f´cb

Asfya

fy

3.5bsAvmin

dbfy

cf'0.8

fy

db14

c'f

fy3.5b

Avmins

fy

db14

c'f

fy3.5b

Avmins

dbfy

cf**

´*7.0

faltaMu

faltaAs

Mu

As

_

_

min_

min

1"

Separación mínima por sismo : 3/4"

.-) 1 a

.-) 2h =

Minimo =

se toma el minimo : So = So =

.-) Resto : d/2 = S =

Ø 3/8'' 1 @ 0.05 , 11 @ 0.125 , R 0.25

DISEÑO VIGA DE CONEXIÓN

4 Ø 1" + 2 Ø 3/4"

1.48 2 Ø 3/4" + 1 3/4"

hVIGA 0.70

0.55

0.10

1.75 2 Ø 3/4" + 1 3/4" 3.15

1.68

Ø 1 @ 0.050 , 11 @ 0.125 , R 0.250

0.55

2.54 cm

1.91 cm

8db = 20.32 cm

d/4 =

3.50 x 40.00

24Øestr =

31.6 cm

30.00 cm

15.81 cm 12.5 cm

25.0 cm

22.86 cm

0.05

3/8''

15.81 cm

1.40 mSo≤

fy3.5b

Avmins fy

3.5b

Avmins