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M(-) M(+)

AREA ACERO AREA ACERO

PRIMER PISO VigaEJE 1- B - A 5.960 Tn-m 6.000 cm 4.000 cm

VigaEJE 1- B - A 8.180 Tn-m 7.000 cm 5.000 cm

b = 30.00 cm

h = 60.00 cm Asumo : 3/4" 1.91 cm

f'c = 210 Kg/cm Estribos : 3/8" 0.95 cm

fy = 4200 Kg/cm d:

= 0.85 d: 52.10 cm

Recub = 6.00 cm

As min = Pmin.b.d

Pmin = 0.0024

As min = 3.775 cm As =3.775 cm

As =3.775 cm

Pb =

Pb = 0.0217

Pmax = 0.75.Pb 0.0163

As max = 25.424 cm As =25.424 cm

VIGAS PRINCIPALES EJE 1-1, ok

DISEO DE VIGAS PRINCIPALES,ok

SECCION CONTROLADA POR TRACCIN

11.930 Tn-m

(0.723.f'c/fy)*(6300/(6300+fy))

ETABS

PISO VIGASM Max. Negativos

M Max. Posiitivo

Peralte Efectivo de la seccion:

1. DIMENSION Y PROPIEDADES DE LA VIGA

16.360 Tn-m

2. DETERMINACION DEL ACERO MINIMO

h - Recub - estrib - asumo/2

3. DETERMINACION DEL ACERO MAXIMO

PROYECTO OFICINA 09 NIVELES

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Mmax (+) 5.960 Tn-m Mmax (-) 11.930 Tn-m

b = 30.00 cm b = 30.00 cm

d = 52.10 cm d = 52.10 cm

= 0.9 = 0.9

Asumir: a = 0.10.d a =5.21 cm Asumir: a = 0.10.d a =5.21 cm

As = 3.186 cm a =2.50 cm REPETIR As = 6.377 cm a =5.00 cm REPETIR

As = 3.101 cm a =2.43 cm REPETIR As = 6.364 cm a =4.99 cm REPETIR

As = 3.099 cm a =2.43 cm OK As = 6.363 cm a =4.99 cm OK

As = 3.099 cm As = 6.363 cm

Usar As =4.000 cm Usar As =6.000 cm

Mmax (+) 8.180 Tn-m Mmax (-) 16.360 Tn-m

b = 30.00 cm b = 30.00 cm

d = 52.10 cm d = 52.10 cm

= 0.9 = 0.9

Asumir: a = 0.10.d a =5.21 cm Asumir: a = 0.10.d a =5.21 cm

As = 4.373 cm a =3.43 cm REPETIR As = 8.745 cm a =6.86 cm REPETIR

As = 4.295 cm a =3.37 cm REPETIR As = 8.893 cm a =6.98 cm REPETIR

As = 4.293 cm a =3.37 cm OK As = 8.904 cm a =6.98 cm OK

As = 4.293 cm As = 8.905 cmUsar As =5.000 cm Usar As =7.000 cm

M(-) M(+)

AREA ACERO AREA ACERO

PRIMER PISO VigaEJE 1- C-B 8.290 Tn-m 9.000 cm 5.000 cm

SEGUNDO

PISOVigaEJE 1- C-B 9.380 Tn-m 10.000 cm 5.000 cm

Mmax (+) 8.290 Tn-m Mmax (-) 16.580 Tn-m

b = 30.00 cm b = 30.00 cm

d = 52.10 cm d = 52.10 cm

= 0.9 = 0.9

Asumir: a = 0.10.d a =5.21 cm Asumir: a = 0.10.d a =5.21 cm

As = 4.431 cm a =3.48 cm REPETIR As = 8.863 cm a =6.95 cm REPETIR

As = 4.355 cm a =3.42 cm REPETIR As = 9.022 cm a =7.08 cm REPETIR

As = 4.353 cm a =3.41 cm OK As = 9.033 cm a =7.08 cm OK

As = 3.129 cm As = 9.034 cm

Usar As =5.000 cm Usar As =9.000 cm

PRIMER PISO PRIMER PISO

VIGAS PRINCIPALES EJE 3-3, ok ETABS

PISO VIGAS

EJE 1-1-B-A

SEGUNDO PISO

2 1/2 + 2 3/8 1 1 + 1 5/8

SEGUNDO PISO

4 1/2 1 1 + 1 5/8

M Max. NegativosM Max. Posiitivo

16.580 Tn-m

18.770 Tn-m

EJE 3-3-C-B

PRIMER PISO PRIMER PISO

4 1/2 2 1

)2/.(. adfy

MuAs

bcf

fyAsa

.'.85.0

.

)2/.(. adfy

MuAs

bcf

fyAsa

.'.85.0

.

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Mmax (+) 9.380 Tn-m Mmax (-) 18.770 Tn-m

b = 30.00 cm b = 30.00 cm

d = 52.10 cm d = 52.10 cm

= 0.9 = 0.9

Asumir: a = 0.10.d a =5.21 cm Asumir: a = 0.10.d a =5.21 cm

As = 5.014 cm a =3.93 cm REPETIR As = 10.034 cm a =7.87 cm REPETIR

As = 4.950 cm a =3.88 cm REPETIR As = 10.311 cm a =8.09 cm REPETIR

As = 4.948 cm a =3.88 cm OK As = 10.334 cm a =8.11 cm REPETIR

As = 4.948 cm As = 10.336 cm

Usar As =5.000 cm Usar As =10.000 cm

M(-) M(+)

AREA ACERO AREA ACERO

PRIMER PISO Viga EJE A-A-3-4 3.580 Tn-m 4.000 cm 3.000 cm

SEGUNDO

PISOViga EJE A-A-3-4 5.640 Tn-m 5.000 cm 4.000 cm

b = 30.00 cm

h = 60.00 cm Asumo : 3/4" 1.91 cm

f'c = 210 Kg/cm Estribos : 3/8" 0.95 cm

fy = 4200 Kg/cm d:

= 0.85 d: 52.10 cmRecub = 6.00 cm

As min = Pmin.b.d

Pmin = 0.0024

As min = 3.775 cm As =3.775 cm

As =3.775 cm

Pb =

Pb = 0.0217

Pmax = 0.75.Pb 0.0163

As max = 25.424 cm As =25.424 cm

Mmax (+) 3.580 Tn-m Mmax (-) 6.360 Tn-m

b = 25.00 cm b = 25.00 cm

d = 52.10 cm d = 52.10 cm

= 0.9 = 0.9

Asumir: a = 0.10.d a =5.21 cm Asumir: a = 0.10.d a =5.21 cm

As = 1.914 cm a =1.80 cm REPETIR As = 3.400 cm a =3.20 cm REPETIR

As = 1.850 cm a =1.74 cm REPETIR As = 3.332 cm a =3.14 cm REPETIR

As = 1.849 cm a =1.74 cm OK As = 3.330 cm a =3.13 cm OK

As = 1.849 cm As = 3.330 cm

Usar As =3.000 cm Usar As =4.000 cm

SECCION CONTROLADA POR TRACCIN

ETABS

PISO VIGASM Max. Negativos

M Max. Posiitivo

SEGUNDO PISO SEGUNDO PISO

4 1/2 2 1

EJE A-A-1-2

PRIMER PISO PRIMER PISO

2 1/2 + 1 3/8 2 1/2 + 2 3/8

2. DETERMINACION DEL ACERO MINIMO

3. DETERMINACION DEL ACERO MAXIMO

(0.723.f'c/fy)*(6300/(6300+fy))

6.360 Tn-m

8.980 Tn-m

1. DIMENSION Y PROPIEDADES DE LA VIGA

Peralte Efectivo de la seccion:

h - Recub - estrib - asumo/2

DISE O DE VIGAS SECUNDARIAS,ok

VIGAS PRINCIPALES EJE A-A

)2/.(. adfy

MuAs

bcf

fyAsa

.'.85.0

.

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Mmax (+) 5.640 Tn-m Mmax (-) 8.980 Tn-m

b = 25.00 cm b = 25.00 cm

d = 52.10 cm d = 52.10 cm

= 0.9 = 0.9

Asumir: a = 0.10.d a =5.21 cm Asumir: a = 0.10.d a =5.21 cm

As = 3.015 cm a =2.84 cm REPETIR As = 4.800 cm a =4.52 cm REPETIR

As = 2.944 cm a =2.77 cm REPETIR As = 4.767 cm a =4.49 cm REPETIR

As = 2.942 cm a =2.77 cm OK As = 4.765 cm a =4.49 cm OK

As = 2.942 cm As = 4.765 cmUsar As =4.000 cm Usar As =5.000 cm

SEGUNDO PISO SEGUNDO PISO

2 1/2 + 2 3/8 4 1/2