DESARROLLO EXAMEN T2 - CONCRETO ARMADO 1

DATOS:

C= 0.40 0.40 2.80 m

VS= 0.40 0.40 2.90 m

VP1= 0.40 0.55 2.25 m

VP2= 0.20 0.40 2.35 m

No de pisos= 3.00 m 2.325 mAltura Edificio= 9.30 m Sobrecarga= 400f'c (columna)= 210.00

f'c (vigas)= 200.00fy (ambos)= 4200.00

L1=

L2=

L3=

L4=

L5=Kg/m2

Kg/cm2

Kg/cm2

Kg/cm2

METRADO DE CARGAS PARA COLUMNA (C .40x.40)

*Peso propio de columna = 3571.20 Kg*Peso propio de vigas:

V (.40x.55)= 9028.8 KgVS (.40x.40)= 5299.20 Kg

*Peso propio de la losa = 23598.00*Peso de acabados = 7866 Kg

CM= 49363.20

*Sobrecarga = 27450 Kg = CV

*CU = 115773.48 Kg*Po = 165390.6857 Kg

165390.68571 > 0.85*f'c*Ag165390.68571 > 285600

NO CUMPLEPor lo tanto, según cálculos de diseño, la columna soporta la carga sin necesida de acera,

un mínimo de 4 varillas en sentido longitudinal.

METRADO DE CARGAS PARA VIGA DEL EJE 2 ( V .40 x .55)

*Peso propio de viga = 528 Kg/m*Peso propio de la losa = 1380 Kg/m*Peso de acabados = 460 Kg/m

CM= 2368 Kg/m

*Sobrecarga = 1500 Kg/m

*CU = 5865.2 Kg/m

*Cálculo de Momentos:d= 50

r= 5

debe considerar una ρmín=0.01 y por Norma

A B DC C'B'

6.00 6.20 6.10 b= 40

21114.72 Kg.m

1- 0.0152970276̂�2- w = 0.3212375788

3- Mur = 4686360.5769 SIMPLEMENTE REFORZADA4- Índice de Refuerzo:

w= 0.12663961 0.003450.00603046

0.01530

5- As = 12.061

19195.2 Kg.m

1- 0.0152970276̂�2- w = 0.3212375788

3- Mur = 4686360.5769 SIMPLEMENTE REFORZADA4- Índice de Refuerzo:

w= 0.11421213 0.003450.00543867

0.01530

5- As = 10.877

21824.4092 Kg.m

1- 0.0152970276̂�2- w = 0.3212375788

3- Mur = 4686360.5769 SIMPLEMENTE REFORZADA4- Índice de Refuerzo:

w= 0.13128881 0.003450.00625185

0.01530

5- As = 12.504

19840.372 Kg.m

1- 0.0152970276̂�2- w = 0.3212375788

3- Mur = 4686360.5769 SIMPLEMENTE REFORZADA

*Para MA =

ρmáx =

> MA

> ρmín =ρ=

< ρmáx =

cm2

*Para MAB =

ρmáx =

> MAB

> ρmín =ρ=

< ρmáx =

cm2

*Para MB =

ρmáx =

> MB

> ρmín =ρ=

< ρmáx =

cm2

*Para MB' =

ρmáx =

> MB'

4- Índice de Refuerzo:w= 0.11836556 0.00345

0.005636460.01530

5- As = 11.273

14091.143 Kg.m

1- 0.0152970276̂�2- w = 0.3212375788

3- Mur = 4686360.5769 SIMPLEMENTE REFORZADA4- Índice de Refuerzo:

w= 0.08214624 0.003450.00391173

0.01530

5- As = 7.823

20166.957 Kg.m

1- 0.0152970276̂�2- w = 0.3212375788

3- Mur = 4686360.5769 SIMPLEMENTE REFORZADA4- Índice de Refuerzo:

w= 0.12047705 0.003450.005737

0.01530

5- As = 11.474

22183.6527 Kg.m

1- 0.0152970276̂�2- w = 0.3212375788

3- Mur = 4686360.5769 SIMPLEMENTE REFORZADA4- Índice de Refuerzo:

w= 0.13365375 0.003450.00636446

0.01530

5- As = 12.729

19840.372 Kg.m

> ρmín =ρ=

< ρmáx =

cm2

*Para MB'C =

ρmáx =

> MB'C

> ρmín =ρ=

< ρmáx =

cm2

*Para MC =

ρmáx =

> MC

> ρmín =ρ=

< ρmáx =

cm2

*Para MC' =

ρmáx =

> MC'

> ρmín =ρ=

< ρmáx =

cm2

*Para MC'D =

1- 0.0152970276̂�2- w = 0.3212375788

3- Mur = 4686360.5769 SIMPLEMENTE REFORZADA

4- Índice de Refuerzo:w= 0.11836556 0.00345

0.005636460.01530

5- As = 11.273

13640.25575 Kg.m

1- 0.0152970276̂�2- w = 0.3212375788

3- Mur = 4686360.5769 SIMPLEMENTE REFORZADA4- Índice de Refuerzo:

w= 0.07937779 0.003450.00377989

0.01530

5- As = 7.560

METRADO DE CARGAS PARA VIGA DEL EJE 3 ( V .20 x .40)

*Peso propio de viga = 192 Kg/m*Peso propio de la losa = 1402.5 Kg/m*Peso de acabados = 467.5 Kg/m

CM= 2062 Kg/m

*Sobrecarga = 1462.5 Kg/m

*CU = 5373.05 Kg/m

*Cálculo de Momentos: d'= 4d= 36

r= 46.00 6.20 6.10 b= 0.20

ρmáx =

> MC'D

> ρmín =ρ=

< ρmáx =

cm2

*Para MD =

ρmáx =

> MD

> ρmín =ρ=

< ρmáx =

cm2

A B DC C'B'

19342.98 Kg.m

1- 0.0152970276̂�2- w = 0.3212375788

3- Mur = 12147.046615 DOBLEMENTE REFORZADA

4- (As - A's) = 11.013859844

5- 7195.93338486- A's = 5.949

As = 16.963

19993.11905 Kg.m

1- 0.0152970276̂�2- w = 0.3212375788

3- Mur = 12147.046615 DOBLEMENTE REFORZADA4- (As - A's) = 11.013859844

5- 7846.07243486- A's = 0.065

As = 11.079

18175.56277 Kg.m

1- 0.0152970276̂�2- w = 0.3212375788

3- Mur = 12147.046615 DOBLEMENTE REFORZADA4- (As - A's) = 11.013859844

5- 6028.51615756- A's = 4.984

As = 15.998

12908.75263 Kg.m

1- 0.0152970276̂�2- w = 0.3212375788

3- Mur = 12147.046615 DOBLEMENTE REFORZADA4- (As - A's) = 11.013859844

5- 761.706009796- A's = 0.630

*Para MA =

ρmáx =

< MA

M2 =cm2

cm2

*Para MB =

ρmáx =

< MB

M2 =cm2

cm2

*Para MB' =

ρmáx =

< MB'

M2 =cm2

cm2

*Para MB'C =

ρmáx =

< MB'C

M2 =cm2

As = 11.644

18474.74397 Kg.m

1- 0.0152970276̂�2- w = 0.3212375788

3- Mur = 12147.046615 DOBLEMENTE REFORZADA4- (As - A's) = 11.013859844

5- 6327.69735076- A's = 5.231

As = 16.245

20322.21836 Kg.m

1- 0.0152970276̂�2- w = 0.3212375788

3- Mur = 12147.046615 DOBLEMENTE REFORZADA4- (As - A's) = 11.013859844

5- 8175.17174736- A's = 6.759

As = 17.772

18175.56277 Kg.m

1- 0.0152970276̂�2- w = 0.3212375788

3- Mur = 12147.046615 DOBLEMENTE REFORZADA4- (As - A's) = 11.013859844

5- 6028.51615756- A's = 4.984

As = 15.998

12495.69941 Kg.m

1- 0.0152970276̂�2- w = 0.3212375788

3- Mur = 12147.046615 DOBLEMENTE REFORZADA4- (As - A's) = 11.013859844

5- 6028.5161575

cm2

*Para MC =

ρmáx =

< MC

M2 =cm2

cm2

*Para MC' =

ρmáx =

< MC'

M2 =cm2

cm2

*Para MC'D =

ρmáx =

< MC'D

M2 =cm2

cm2

*Para MD =

ρmáx =

< MD

M2 =

6- A's = 4.984As = 15.998

cm2

cm2