Vigas de Conexion Eje 1 - 1

DISEÑO DE VIGA DE CONEXIÓN

1A

1B luz a cara columna 4.43m

0.35

1C luz a cara columna 4.43m

0.45

0.55

0.35

0.55

0.55

1.75

3.15

1.75

EJE 1 - 1 CARGAS (Ton) Col 1A 1B 1C tramo

1A

b 0.35 0.45 0.35

t 0.35 0.45 0.35

Pcm 61.94 111.28 61.83

P (Ton) Pcv P 10.59 72.53 21.74 133.02 10.60 72.43

P ult Ru 104.72 121.3 192.74 223.2 104.58 121.1

1B

Predimensionado h=

L/7

=

b= h / 2 b= Pu(1A)/31L = b= col+2" =

4.43 / 7

=

=

0.70 /2 104.7 / 137 =

= =

Peralte :

d=

70.0

d=

- 5.00 -

0.63 m

Asumir :

h = 0.70 m

0.35 m 0.76 m 0.40 m

Asumir :

b = 0.40 m

- 0.95 -

0.96

rec

=

5.00 cm

ØESTRIBO = Øvari . =

63.10 cm

Ф

3/8" 3/4"

0.95 cm 1.91 cm

Diagrama de Momentos : Pu1 = 104.7 Ton 3.95

0.70

0.88

3.08

Mu = 73.30 Ton-m Md Mu 3.95

=

Md 3.25

Md = 60.31 Ton-m h/4 = 0.175

Vu = Ru1 - Pu1 = Vu = 16.57 Ton

121.28 - 104.72

Pu1= 104.7 Ton

As min As _ falta  Mu _ min Mu _ falta

DETERMINACION DEL AREA DE REFUERZO Refuerzo Longitudinal : f'c = 210 Kg/cm² f y = 4200 Kg/cm² Ф flex= 0.9 As min =

14 b d fy

As min = 2 Ф 2 Ф

8.41cm² 3/4" + 2.85 +

= 1 1

φ fy(d 

0 8.41cm² Ф Ф

a ) 2

Asfy a  0.85f´cb

0.7 * f ´c *b * d fy = 6.10cm²

As min =

Mu

As 

3/4" 2.85

area de acero a = Mumin = 8.55 cm2 5.0294 19.58 OK cm ton-m

Mu_falta =

53.72

tn-m

As_falta =

23.46

cm2

=

a=

13.80 cm

=

As falta =

25.29

cm2

CALCULO DE BASTONES 4

Ф

1"

+

2

Ф

3/4"

4

Ф

5.07

+

2

Ф

2.85

area de acero 25.98 cm2

OK

Refuerzo de cara inferior : As+ =

As4

=

CALCULO DE ACERO CARA INFERIOR 33.84 4

=

8.46cm² 2 2

Ф Ф

3/4" 2.85

+ +

1 1

Ф Ф

3/4" 2.85

Refuerzo Tranversal : Corte tomado por el concreto :

area de acero 8.55 cm2

OK f' c Vc = 0.53 Vc = 19.4 Ton ØVc = 0.85 Vc =

Colocar acero Mínimo : Avmin 

Bd 16.5 Ton

3.5bs fy

Avmin s  fy 3.5b

Vu

>

ØVc

; tomando estribos de Ø 3/8'' =

1.43 x

4200

=

42.75 cm

NO CUMPLE pero con los estribos cubre el cortante A = 1.43cm²

area de estribos VARILLAS USADAS EN VIGA 3/4" 1.91 cm

< >

s 

Avmin fy 3.5b

3.50

x 40.00

1" 3/4"

Separación mínima por sismo : .-) .-)

1a 2h =

0.05 1.40 m

d/4 = 8db = 24Øestr = Minimo =

So≤

se toma el minimo : .-)

Ø

3/8''

Resto :

1@

2.54 cm 1.91 cm

15.77 cm 20.32 cm 22.86 cm 30.00 cm

So = 15.77 cm

So = 12.5 cm

d/2 = 31.5 cm

0.05 ,

11

S = 25.0 cm

@

0.125 , R

0.25

DISEÑO VIGA DE CONEXIÓN

4Ø 1.48

1"

+

2Ø

3/4" 2Ø

3/4"

+

1

2Ø

3/4"

+

1

3/4"

@

0.125

, R

0.250

3/4"

hVIGA 0.70 0.55

0.55 0.10 1.75 1.68 Ø 3/8''

1@

0.050

, 11

3.15

tramo 1B Predimensionado

1C

h=

=

4.43 / 7

b= h / 2 b= Pu(1C)/31L = b= col+2" =

L/7

=

0.70 /2 #### / 137 =

=

Peralte :

d = 70.0

= =

d=

0.63 m

Asumir :

h = 0.70 m

0.35 m 0.76 m 0.40 m

Asumir :

b = 0.40 m

- 5.00 -

- 0.95 -

0.80

rec

=

5.00 cm

ØESTRIBO = Øvari . =

63.26 cm

Ф

3/8" 5/8"

0.95 cm 1.59 cm

Diagrama de Momentos : Pu3 = 104.6 Ton 3.95

0.70

0.88

3.08

Mu = 73.21 Ton-m Md Mu 3.95

=

Md 3.25

Md = 60.23 Ton-m h/4 = 0.175

Vu = Ru1 - Pu1 = Vu = 16.54 Ton

121.12 - 104.58

Pu1= 104.6 Ton

As min As _ falta  Mu _ min Mu _ falta

DETERMINACION DEL AREA DE REFUERZO Refuerzo Longitudinal : f'c = 210 Kg/cm² f y = 4200 Kg/cm² Ф flex= 0.9

As min =

14 b d fy

As min = 2 Ф 2 Ф

8.43cm² 3/4" + 2.85 +

φ fy(d 

a ) 2

Asfy a  0.85f´cb

0.7 * f ´c f' c * b * d 0.8 fy fy bd

As min =

Mu

As 

1 1

Ф Ф

Mu

As 

= 6.11cm² 0 = 8.43cm²

φ fy(d 

a 

3/4" 2.85

tn-m

As_falta = 23.33

cm2

=

a=

13.73 cm

=

As falta = 25.13

a ) 2

Asfy 0.85f´cb

area de acero a = Mumin = 8.55 cm2 5.029 19.63 OK cm ton-m

Mu_falta = 53.58

cm2

CALCULO DE BASTONES 4

Ф

1"

+

2

Ф

3/4"

4

Ф

5.07

+

2

Ф

2.85

area de acero 25.98 cm2

OK

Refuerzo de cara inferior : As+ =

As4

=

CALCULO DE ACERO CARA INFERIOR 33.68 4

=

8.42cm² 2 2

Ф Ф

3/4" 2.85

+ +

1 1

Ф Ф

Refuerzo Tranversal : Corte tomado por el concreto :

area de acero 8.55 cm2

OK f' c Vc = 0.53 Vc = 19.4 Ton ØVc = 0.85 Vc =

Colocar acero Mínimo :

3/4" 2.85

Bd 16.5 Ton

3.5bs Avmin  fy

Avmin s fy 3.5b

Vu

>

ØVc

; tomando estribos de Ø 3/8'' =

1.43 x

4200

=

42.75 cm

NO CUMPLE

A = 1.43cm² VARILLAS USADAS EN VIGA 3/4" 1.91 cm

s

Avmin fy 3.5b

3.50

x 40.00

1" 3/4"

Separación mínima por sismo : .-) .-)

1a 2h =

0.05 1.40 m

d/4 = 8db = 24Øestr = Minimo =

So≤

se toma el minimo : .-)

Ø 3/8''

Resto :

1@

2.54 cm 1.91 cm

15.81 cm 20.32 cm 22.86 cm 30.00 cm

So = 15.81 cm

So = 12.5 cm

d/2 = 31.6 cm

0.05 ,

11

S = 25.0 cm

@

0.125 , R

0.25

DISEÑO VIGA DE CONEXIÓN

4Ø 1.48

1"

+

2Ø

3/4" 2Ø

3/4"

+

1

3/4"

hVIGA 0.70 0.55

0.55 0.10 1.75

2Ø

3/4"

+

1

@

0.125

, R

0.250

1.68 Ø 3/8''

1@

0.050

, 11

3/4"

3.15