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hoja de calculo para losas aligeradas
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DISEÑO DE ALIGERADO
Datos
Peso total de carga muerta por m² de losa aligeradaPeso de losa aligerada (h=0.25 m) : 350 kg/m²
Peso de piso y cielo raso : 100 kg/m²
Peso de tabiqueria : 100 kg/m²550 kg/m²
USO DE HOSPITAL S/C= 400 Kg/m2
h = 0.25 m
Wu = (1.4*550 + 1.7*400)* = 1450 kg/m²
Por vigueta = 1450/2.5 = 580 kg/m = 0.58 Tn/m
Mu = coef*Wu*l^2
Mu = (1/24)*0.58*(5.5)^2 0.731 tn-m
Mu = (1/11)*0.58*(5.5)^2 1.595 tn-m
Mu = (1/10)*0.58*((5.5+5)/2)^2 1.599 tn-m
Mu = (1/16)*0.58*(5)^2 0.906 tn-m
Mu = (1/10)*0.58*((5+4.5)/2)^2 1.309 tn-m
Mu = (1/11)*0.58*(4.5)^2 1.068 tn-m
Mu = (1/24)*0.58*(4.5)^2 0.489 tn-m
si:be
hf 0.05 asumiendo :c = 5
0.2 d = 22
4.25bw = 0.1
As =be l/4 = 5/4 = 1.25 m
bw+s = 0.10+0.30 = 0.4 m menor a = As*fy/(0.85*fc*b) =bw+16hf = 16*0.05+0.10= 0.9 m
4por lo tanto
be = 0.4 m
RESUMEN :Mu - = 0.731 tn-m ] d = 22 cm b = 10 cm As =
Mu + = 1.595 tn-m ] d = 22 cm b = 40 cm As =
Mu - = 1.599 tn-m ] d = 22 cm b = 10 cm As =
Mu + = 0.906 tn-m ] d = 22 cm b = 40 cm As =
Mu - = 1.309 tn-m ] d = 22 cm b = 10 cm As =
Mu + = 1.068 tn-m ] d = 22 cm b = 40 cm As =
Mu - = 0.489 tn-m ] d = 22 cm b = 10 cm As =
corte = b (10%+) =Vc = 1.1 *0.53 *fc^.5*bw*d = 2.04 tnØ Vc = 0.85 * Vc = 1.74 tn
como :
se ensancha la vigueta Ø Vc = 1.1*.53*210^.5*25*22 = 4.65 tn
a = β1*c =
Mu/Øfy(d-a/2) =
si a> hf ]
Ø Vc < Vc
}
coef0.042 1/24=0.091 1/11=0.100 1/10=0.063 1/16=
5.5 l15 l2
4.5 l3
β = 0.85 Mu= 1.190 t-mb= 10 cm
0.9 fy = 4200 kg/m2f´c = 210 kg/m2
1.58 cm2
As*fy/(0.85*fc*b) = 3.7
< 5por lo tanto no es viga T
0.92 cm2
1.97 cm2
2.18 cm2
1.11 cm2
1.76 cm2
1.46 cm2 2 Ø 3/8"
0.61 cm2
1.1
Ø =
Mu/Øfy(d-a/2) =
1 Ø 1/2"
1 Ø 1/2"+1 Ø 3/8"
1 Ø 1/2"+1 Ø 3/8"
1 Ø 1/2"
1 Ø 1/2"+1 Ø 3/8"
1 Ø 1/2"
DISEÑO DE ALIGERADO
Datos
Peso total de carga muerta por m² de losa aligeradaPeso de losa aligerada (h=0.25 m) : 350 kg/m²
Peso de piso y cielo raso : 100 kg/m²
Peso de tabiqueria : 100 kg/m²550 kg/m²
USO DE HOSPIT 400 Kg/m2
h = 0.25 m
coefWu = (1.4*550 + 1.7*400)* = 1450 kg/m² 0.0421/24=
0.0911/11=Por vigueta = 1450/2.5 = 580 kg/m = 0.58 Tn/m 0.1001/10=
0.0631/16=Mu = coef*Wu*l^2
Mu = (1/24)*0.58*(5.2)^2 = 0.653 tn-m 5.2 l14.7 l2
Mu = (1/11)*0.58*(5.2)^2 = 1.426 tn-m 4.2 l3
Mu = (1/10)*0.58*((5.2+4.7)/2)^2 1.421 tn-m
Mu = (1/16)*0.58*(4.7)^2 = 0.801 tn-m
Mu = (1/10)*0.58*((4.7+4.2)/2)^2 1.149 tn-m
Mu = (1/11)*0.58*(4.2)^2 = 0.930 tn-m
Mu = (1/24)*0.58*(4.2)^2 = 0.426 tn-m
si:be
hf 0.05 asumiendo :c = 5 β = 0.85 Mu= 1.426
b= 100.2 d = 22 0.9 fy = 4200
f´c = 2104.25
bw = 0.1As = 1.90 cm2
be l/4 = 5/4 = 1.175 mbw+s = 0.10+0.30 = 0.4 m menor a =As*fy/(0.85*fc*b) = 4.5bw+16hf16*0.05+0.10= 0.9 m
4 < 5por lo tanto por lo tanto no es viga T
be = 0.4 m
RESUMEN :Mu - = 0.653 tn-m ] d = 22 cm b = 10 As = 0.82 cm2
Mu + = 1.426 tn-m ] d = 22 cm b = 40 As = 1.76 cm2
Mu - = 1.421 tn-m ] d = 22 cm b = 10 As = 1.90 cm2
Mu + = 0.801 tn-m ] d = 22 cm b = 40 As = 0.98 cm2
Mu - = 1.149 tn-m ] d = 22 cm b = 10 As = 1.50 cm2
Mu + = 0.930 tn-m ] d = 22 cm b = 40 As = 1.14 cm2
Mu - = 0.426 tn-m ] d = 22 cm b = 10 As = 0.53 cm2
corte =Vc = 1.1 *0.53 *fc^.5*bw*d = 1.86 tnØ Vc = 0.85 * Vc = 1.58 tn
como :
Ø =
a = β1*c =
Mu/Øfy(d-a/2) =
si a> hf ]
2 Ø 3/8"
1 Ø 1/2"+1 Ø 3/8"
1 Ø 1/2"+1 Ø 3/8"
2 Ø 3/8"
1 Ø 1/2"+1 Ø 3/8"
2 Ø 3/8"
2 Ø 1/4"
Ø Vc < Vc
se ensancha la vigueta Ø Vc = 1.1*.53*210^.5*25* 4.65 tn
}
t-mcmkg/m2kg/m2
Ø 1/2"+1 Ø 3/8"
Ø 1/2"+1 Ø 3/8"
Ø 1/2"+1 Ø 3/8"
