Aligerado Tipo 2

ANALISIS Y DISEO DE LOSAS ALIGERADAS

TIPO DE ALIGERADO : TIPO 2

e losa

h lad. h

0.10 m 0.30 m bw l. lad. bw l. lad.

Determinacin del Espesor de la Losa

luz = 6.00 m _ h = 0.24 m

Se toma = 0.25 m esp. Losa = 0.05 mh ladrillo = 0.20 m

Determinacin de la Carga Ultima

Peso propio de la losaP. Losa = 120 kg/m2P. Vigueta = 120 kg/m2 P.P. = 360 kg/m2P. Ladrillo = 120 kg/m2

Peso muerto 100 kg/m2Carga de tabiquera equivalente 200 kg/m2Sobrecarga 250 kg/m2

Wcm = 924 kg/m2 Wcv = 425 kg/m2

Wcu = 1349 kg/m2

Vigas = 0.3 x 0.35Columnas = 0.3 x 0.30

6.45 m 5.45 m

Verificaremos si es que es aplicable los coeficientes del ACI:1. Nmero de tramos = 2 OK2. Diferencia de longitud = Tramo 1 - Tramo 2 = -0.16 OK3. Relacin Carga Viva / Carga Muerta = 0.38 OK

S es aplicable los coeficientes

h luz25

ANALISIS

2.43 Tn-m/m 4.53 Tn-m/m 1.69 Tn-m/m

3.47 Tn-m/m 2.41 Tn-m/m

0.3 m 6 m 0.3 m 5 m 0.3 m

DISEO DEL REFUERZO DE LA LOSA

A. Para Momentos Positivos:Mu = 3.47 Tn-m/m

b fy = 4200 kg/cm2rec. = 2 cm

5 cm = 1/2 ''f'c = 210 kg/cm2b = 100 cmh = 25 cm

20 cm A = 2 cm2d = 22.37 cm

Posicin del eje neutro: asumir que: c = hf = 5 cm a = 4.25 cm

As = 4.53 cm2/m

1 1/2 ''A cada vigueta le corresponde (As/2.5) = 1.81 cm2 As = 2 cm2

Area de acero en un metro de aligerado: As = 5 cm2/m

a = 1.18 cm c = 1.38 cm

c = 1.38 cm < hf = 5 cm

El eje neutro est en el ala y se analiza como viga rectangular.

Mr = 4115.81 kg-m/m

Tramo 1 - 2 : 3468.86 kg-m/m = As As = ###4115.81 kg-m/m 5 cm2/m

1 1/2 ''A cada vigueta le corresponde (As/2.5) = 1.69 cm2 As = 2 cm2

A s=M u

0 .9f y(da /2)

a=Asf y

0.85f c'b

Mr=Asfy(da2 )

1 2 3

B. Para Momentos Negativos:Mu = ###

5 cm fy = 4200 kg/cm2rec. = 2 cm = 3/8 ''f'c = 210 kg/cm2

20 cm bw = 37.5 cmh = 25 cmA = 1.29 cm2

bw d = 22.52 cm

Asumir: a = 0.15d a = 3.38 cm

As = 5.76 cm2/m a = 3.61 cmAs = 5.79 cm2/m a = 3.63 cmAs = 5.79 cm2/m a = 3.63 cm

A cada vigueta le corresponde (As/2.5) = 2.32 cm2 2 3/8 ''As = 2.58 cm2

Apoyo 1: 2428.20 kg-m/m = As As = ###4534.14 kg-m/m ###


Apoyo 3 : 1686.25 kg-m/m = As As = ###4534.14 kg-m/m ###


C. Acero por temperatura: Astemp = 0.0018*b*hf

= 1/4 '' A = 0.32 cm2

Astemp = 0.90 cm2 s = 35.56 cm

_ Usar: 1/4 '' @ 36 cm

D. Distribucin del refuerzo:

0.97 m 1.61 m 1.36 m 0.82 m

1 3/8 '' 2 3/8 '' 1 3/8 ''

1 1/2 '' 1 1/2 ''

A s=M u

0 .9f y(da /2)a=

A sf y0.85f c

'b

VERIFICACION POR CORTANTE

V1 V'' 2

V' 2 V 3

A. Determinacin de los momentos nominales:

As/vig = 1 3/8 '' (Ao =0.71 cm2)Mr1 : As = 1.775 cm2

a = 1.11 cm Mr1 = 1473.87 kg-m/m


a = 2.23 cm Mr2 = 2873.01 kg-m/m


a = 1.11 cm Mr3 = 1473.87 kg-m/m

B. Determinacin del cortante:

V1 = 4280.19 kgV' 2 = 3813.81 kgV'' 2 = 3092.67 kgV 3 = 3652.33 kg

Cortante a una distancia "d":

Vud = 3976.35 kg

Corte que toma el Concreto:

Vc = 6487.20 kg 5514.12 kg

Verificar que Vc > Vud : CORRECTO

_Vc =

Vi=WuiLi2

(Mi+MjLi )

d

Vc=0 .53 f ' cbd



e losa

h lad. h



luz = 6.00 m _ h = 0.24 m





Wcm = 924 kg/m2 Wcv = 425 kg/m2

Wcu = 1349 kg/m2


5.8 m 4.2 m

h luz25



ANALISIS

1.93 Tn-m/m 3.10 Tn-m/m 0.95 Tn-m/m

2.76 Tn-m/m 1.36 Tn-m/m

0.3 m 5.35 m 0.3 m 3.75 m 0.3 m




5 cm = 1/2 ''f'c = 210 kg/cm2b = 100 cmh = 25 cm

20 cm A = 1.29 cm2d = 22.37 cm


As = 3.60 cm2/m

1 1/2 ''A cada vigueta le corresponde (As/2.5) = 1.44 cm2 As = 1.29 cm2

Area de acero en un metro de aligerado: As = ###

a = 0.76 cm c = 0.89 cm

c = 0.89 cm < hf = 5 cm


Mr = 2680.15 kg-m/m

A s=M u

0 .9f y(da /2)

a=Asf y

0.85f c'b

Mr=Asfy(da2 )

1 2 3

Tramo 1 - 2 : 2757.98 kg-m/m = As As = ###2680.15 kg-m/m ###




20 cm bw = 25 cmh = 25 cmA = 1.29 cm2

bw d = 22.52 cm

Asumir: a = 0.15d a = 3.38 cm








= 1/4 '' A = 0.32 cm2

Mr=Asfy(da2 )

A s=M u

0 .9f y(da /2)a=

A sf y0.85f c

'b

Astemp = 0.90 cm2 s = 35.56 cm

_ Usar: 1/4 '' @ 36 cm


0.87 m 1.45 m 1.05 m 0.63 m

1 3/8 '' 2 3/8 '' 1 3/8 ''

1 1/2 '' 1 1/2 ''


V1 V'' 2

V' 2 V 3



a = 1.67 cm Mr1 = 1455.19 kg-m/m


a = 3.34 cm Mr2 = 2798.29 kg-m/m


a = 1.67 cm Mr3 = 1455.19 kg-m/m


V1 = 3859.62 kgV' 2 = 3357.53 kgV'' 2 = 2171.22 kgV 3 = 2887.53 kg

Vi=WuiLi2

(Mi+MjLi )


Vud = 3555.78 kg


Vc = 4324.80 kg 3676.08 kg


_Vc =

d

Vc=0 .53 f ' cbd



e losa

h lad. h



luz = 6.00 m _ h = 0.24 m





Wcm = 924 kg/m2 Wcv = 425 kg/m2

Wcu = 1349 kg/m2


6.45 m 5.35 m

h luz25



ANALISIS

2.43 Tn-m/m 4.45 Tn-m/m 1.62 Tn-m/m

3.47 Tn-m/m 2.31 Tn-m/m

0.3 m 6 m 0.3 m 4.9 m 0.3 m




5 cm = 1/2 ''f'c = 210 kg/cm2b = 100 cmh = 25 cm

20 cm A = 1.99 cm2d = 22.37 cm


As = 4.53 cm2/m


Area de acero en un metro de aligerado: As = ###

a = 1.17 cm c = 1.38 cm

c = 1.38 cm < hf = 5 cm


Mr = 4095.78 kg-m/m

A s=M u

0 .9f y(da /2)

a=Asf y

0.85f c'b

Mr=Asfy(da2 )

1 2 3

Tramo 1 - 2 : 2313.54 kg-m/m = As As = ###4095.78 kg-m/m ###




20 cm bw = 37.5 cmh = 25 cmA = 1.29 cm2

bw d = 22.52 cm

Asumir: a = 0.15d a = 3.38 cm








= 1/4 '' A = 0.32 cm2

Mr=Asfy(da2 )

A s=M u

0 .9f y(da /2)a=

A sf y0. 85f c

'b

Astemp = 0.90 cm2 s = 35.56 cm

_ Usar: 1/4 '' @ 36 cm


0.97 m 1.61 m 1.34 m 0.80 m

1 3/8 '' 2 3/8 '' 1 3/8 ''

1 1/2 '' 1 1/2 ''


V1 V'' 2

V' 2 V 3



a = 1.11 cm Mr1 = 1473.87 kg-m/m


a = 2.23 cm Mr2 = 2873.01 kg-m/m


a = 1.11 cm Mr3 = 1473.87 kg-m/m


V1 = 4280.19 kgV' 2 = 3813.81 kgV'' 2 = 3019.51 kgV 3 = 3590.59 kg

Vi=WuiLi2

(Mi+MjLi )


Vud = 3976.35 kg


Vc = 6487.20 kg 5514.12 kg


_Vc =

d

Vc=0 .53 f ' cbd

Hoja1Hoja2Hoja3

Aligerado Tipo 2

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