Download - Aligerado Tipo 2
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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
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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
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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 ###
A cada vigueta le corresponde (As/2.5) = 1.24 cm2 1 3/8 ''As = 1.29 cm2
Apoyo 3 : 1686.25 kg-m/m = As As = ###4534.14 kg-m/m ###
A cada vigueta le corresponde (As/2.5) = 0.86 cm2 1 3/8 ''As = 1.29 cm2
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
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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
As/vig = 2 3/8 '' (Ao =0.71 cm2)Mr2 : As = 3.55 cm2
a = 2.23 cm Mr2 = 2873.01 kg-m/m
As/vig = 1 3/8 '' (Ao =0.71 cm2)Mr3 : As = 1.775 cm2
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
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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
5.8 m 4.2 m
h luz25
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Verificaremos si es que es aplicable los coeficientes del ACI:1. Nmero de tramos = 2 OK2. Diferencia de longitud = Tramo 1 - Tramo 2 = -0.28 OK3. Relacin Carga Viva / Carga Muerta = 0.38 OK
S es aplicable los coeficientes
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
DISEO DEL REFUERZO DE LA LOSA
A. Para Momentos Positivos:Mu = 2.76 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 = 1.29 cm2d = 22.37 cm
Posicin del eje neutro: asumir que: c = hf = 5 cm a = 4.25 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
El eje neutro est en el ala y se analiza como viga rectangular.
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
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Tramo 1 - 2 : 2757.98 kg-m/m = As As = ###2680.15 kg-m/m ###
1 1/2 ''A cada vigueta le corresponde (As/2.5) = 1.33 cm2 As = 1.29 cm2
B. Para Momentos Negativos:Mu = ###
5 cm fy = 4200 kg/cm2rec. = 2 cm = 3/8 ''f'c = 210 kg/cm2
20 cm bw = 25 cmh = 25 cmA = 1.29 cm2
bw d = 22.52 cm
Asumir: a = 0.15d a = 3.38 cm
As = 3.94 cm2/m a = 3.71 cmAs = 3.97 cm2/m a = 3.74 cmAs = 3.97 cm2/m a = 3.74 cm
A cada vigueta le corresponde (As/2.5) = 1.59 cm2 2 3/8 ''As = 2.58 cm2
Apoyo 1: 1930.59 kg-m/m = As As = ###3103.07 kg-m/m ###
A cada vigueta le corresponde (As/2.5) = 0.99 cm2 1 3/8 ''As = 1.29 cm2
Apoyo 3 : 948.52 kg-m/m = As As = ###3103.07 kg-m/m ###
A cada vigueta le corresponde (As/2.5) = 0.49 cm2 1 3/8 ''As = 1.29 cm2
C. Acero por temperatura: Astemp = 0.0018*b*hf
= 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
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Astemp = 0.90 cm2 s = 35.56 cm
_ Usar: 1/4 '' @ 36 cm
D. Distribucin del refuerzo:
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 ''
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 = 1.67 cm Mr1 = 1455.19 kg-m/m
As/vig = 2 3/8 '' (Ao =0.71 cm2)Mr2 : As = 3.55 cm2
a = 3.34 cm Mr2 = 2798.29 kg-m/m
As/vig = 1 3/8 '' (Ao =0.71 cm2)Mr3 : As = 1.775 cm2
a = 1.67 cm Mr3 = 1455.19 kg-m/m
B. Determinacin del cortante:
V1 = 3859.62 kgV' 2 = 3357.53 kgV'' 2 = 2171.22 kgV 3 = 2887.53 kg
Vi=WuiLi2
(Mi+MjLi )
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Cortante a una distancia "d":
Vud = 3555.78 kg
Corte que toma el Concreto:
Vc = 4324.80 kg 3676.08 kg
Verificar que Vc > Vud : CORRECTO
_Vc =
d
Vc=0 .53 f ' cbd
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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 5.35 m
h luz25
-
Verificaremos si es que es aplicable los coeficientes del ACI:1. Nmero de tramos = 2 OK2. Diferencia de longitud = Tramo 1 - Tramo 2 = -0.17 OK3. Relacin Carga Viva / Carga Muerta = 0.38 OK
S es aplicable los coeficientes
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
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 = 1.99 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 = 1.99 cm2
Area de acero en un metro de aligerado: As = ###
a = 1.17 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 = 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
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Tramo 1 - 2 : 2313.54 kg-m/m = As As = ###4095.78 kg-m/m ###
1 1/2 ''A cada vigueta le corresponde (As/2.5) = 1.12 cm2 As = 1.99 cm2
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 = 5.65 cm2/m a = 3.55 cmAs = 5.68 cm2/m a = 3.56 cmAs = 5.68 cm2/m a = 3.56 cm
A cada vigueta le corresponde (As/2.5) = 2.27 cm2 2 3/8 ''As = 2.58 cm2
Apoyo 1: 2428.20 kg-m/m = As As = ###4452.07 kg-m/m ###
A cada vigueta le corresponde (As/2.5) = 1.24 cm2 1 3/8 ''As = 1.29 cm2
Apoyo 3 : 1619.47 kg-m/m = As As = ###4452.07 kg-m/m ###
A cada vigueta le corresponde (As/2.5) = 0.83 cm2 1 3/8 ''As = 1.29 cm2
C. Acero por temperatura: Astemp = 0.0018*b*hf
= 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
D. Distribucin del refuerzo:
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 ''
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
As/vig = 2 3/8 '' (Ao =0.71 cm2)Mr2 : As = 3.55 cm2
a = 2.23 cm Mr2 = 2873.01 kg-m/m
As/vig = 1 3/8 '' (Ao =0.71 cm2)Mr3 : As = 1.775 cm2
a = 1.11 cm Mr3 = 1473.87 kg-m/m
B. Determinacin del cortante:
V1 = 4280.19 kgV' 2 = 3813.81 kgV'' 2 = 3019.51 kgV 3 = 3590.59 kg
Vi=WuiLi2
(Mi+MjLi )
-
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 =
d
Vc=0 .53 f ' cbd
Hoja1Hoja2Hoja3