DISEO LOSA ALIGERADA SEGUNDO NIVEL
A B C D E F
4.48 m 5.590 m 5.860 m 5.725 m 5.35 m
4.025 m 5.290 m 5.560 m 5.425 m 4.900 m
METRADO DE CARGAS:
Peso Propio de Losa. 350 kg/m2 = 0.50 m
Peso Piso y Cielo Razo: 100 kg/m2 =
Peso de Cobertura Liviana: 25 kg/m2 =
475 kg/m2 = Wcm= 0.475 Tn/m2 0.30 m
Sobrecarga: 50 kg/m2 = Wcv= 0.050 Tn/m2
Carga de Diseo:
Wu = 1.4 Wcm + 1.7 Wcv
CARGAS MAYORADAS: Wu = 0.750 Tn/m2
Wu = 0.750 Tn/m2
A B C D E F
4.025 m 5.290 m 5.560 m 5.425 m 4.900 m
EMBOLVENTE :MOMENTOS MAXIMOS
-1.633 -1.892 -1.865 -2.064
-0.506 -0.750
A B C D E F
0.848 0.962 1.173 0.920 1.374
DISEO DE REFUERZO EN LA LOSA:
A)Para Momento Positivo: 1.374
bw=100cm f ' c = 210 Kg/cm2
f ' y = 4200 Kg/cm2
5 cm bw = 100.00 cm
rec. = 2.00 cm
Asumir = 1/215 cm d= 17.37 cm
Asumir que c = h f = 5.00 cm
25 cm a = c = 4.25 cm
Nota: Se calculara bw=100 cm Luego se dividira entre 2.5
2.38 cm2/m /2.5 Area de Acero en 1 metro de Aligerado:
As = 3.17 cm2/m
= 0.75 cm
A cada vigueta le corresponde = 0.95 cm2
Usar : 1 1/2 1.27 cm2 c = 0.88 cm OK!
0 3/8 0.00 cm2 Usar : 1 1/2 As = 1.27 cm2
1.27 cm2 Por lo Tanto: 0 3/8
.maxMu
)2
(9.0a
dfy
MuAs
bcf
fyAsa
'85.0
Calculo del Momento Resistente
= 2034.16 Kg-m/m
d = 17.37 cm2
RESUMEN :
TRAMO AB : As = 0.53 cm2 Usar : 1 1/2 1.27 cm2
0 3/8 0.00 cm2 1.27 cm2
TRAMO BC : As = 0.60 cm2 Usar : 1 1/2 1.27 cm2
0.00 cm2 1.27 cm2
TRAMO CD : As = 0.73 cm2 Usar : 1 1/2 1.27 cm2
0.00 cm2 1.27 cm2
TRAMO DE : As = 0.57 cm2 Usar : 1 1/2 1.27 cm2
0.00 cm2 1.27 cm2
TRAMO EF : As = 0.86 cm2 Usar : 1 1/2 1.27 cm2
0 3/8 0.00 cm2 1.27 cm2
B)Para Momento Negativo:
bw=100cm 2.064
5 cm f ' c = 210 Kg/cm2
f ' y = 4200 Kg/cm2
bw = 25.00 cm
15 cm rec. = 2.00 cm
Asumir = 1/2d= 17.37 cm
25 cm
Comprobando con las formulas de "a" y "As" tenemos:
)2
(*a
dfyAsM r
.maxMu
)2
(9.0a
dfy
MuAs
bcf
fyAsa
'85.0
Asumir valor de "a" A cada vigueta le corresponde = 1.39 cm2
a = 3.27 cm
As = 3.47 cm2 Usar : 2 3/8 1.43 cm2
a = 3.27 cm2 OK!
Calculo del Momento Resistente
= 2139.79 Kg-m/m d = 17.52375
RESUMEN :
APOYO "A" As = 0.34 cm2 Usar : 1 1/2 '' 1.27 cm2
0 0.00 cm2 1.27 cm2
APOYO "B" As = 1.09 cm2 Usar : 1 1/2 '' 1.27 cm2
0 3/8 '' 0.00 cm2 1.27 cm2
APOYO "C" As = 1.26 cm2 Usar : 1 1/2 '' 1.27 cm2
0 3/8 '' 0.00 cm2 1.27 cm2
APOYO "D" As = 1.24 cm2 Usar : 1 1/2 '' 1.27 cm2
0 3/8 '' 0.00 cm2 1.27 cm2
APOYO "E" As = 1.37 cm2 Usar : 1 1/2 '' 1.27 cm2
1 3/8 '' 0.71 cm2 1.98 cm2
APOYO "F" As = 0.50 cm2 Usar : 1 1/2 '' 1.27 cm2
0 0.00 cm2 1.27 cm2
4.025 m 5.290 m 5.560 m 5.425 m 4.90 m
1.01 m 1.32 m 1.32 m 1.39 m 1.39 m 1.36 m 1.36 m 1.23 m
1 0 3/8 0 3/8 0 3/8 1 3/8 1
1/2 1/2
1 1/2 1 1/2 1 1/2 1 1/2
1.01 m 1.31 m 1.72 m 1.72 m 1.81 m 1.81 m 1.76 m 1.76 m 1.59 m 1.23 m
0 3/8 0 0 0 0 0 0 0 3/8
1 1/2 1 1/2 1 1/2 1 1/2 1 1/2
0.56 m 0.56 m 0.74 m 0.78 m 0.78 m 0.76 m 0.76 m 0.69 m 0.69 m
As.Temperatura=1/4"@25cm
)2
(9.0a
dfy
MuAs
)2
(*a
dfyAsM r
VERIFICACION POR CORTANTE:
V A V 'B V 'C V 'D V 'E
Vud
d
V ''B V ''C V ''D V ''E V F
En losas Vs = 0
(Mr)A (Mr)B (Mr)C (Mr)D (Mr)E (Mr)F
1 1/2 1 1/2 1 1/2 1 1/2 1 1/2 1 1/2
0 0 0 3/8 0 3/8 0 3/8 1 3/8 0 0
A B C D E F
4.025 m 5.290 m 5.560 m 5.425 m 4.900 m
a) Calculo de los Momentos Resistentes: Mr
1 1/2
MrA : (As)A = 0 0 = 3.17 cm2 f'c = 210 Kg/cm2
fy = 4200 Kg/cm2
= 2.98 cm b = 25.00 cm
rec. = 2.00 cm
d = 17.37 cm
= 1900.35 Kg-m/m
dbcfVud
VcVud
VsVcVn
VnVud
.*'53.0*
bcf
fyAsa
'85.0
)2
(.a
dfyAsM rA
MrB : (As)B = 1 1/2 = 3.17 cm2
0 3/8
= 2.98 cm
MrC : (As)C = 1 1/2 = 3.17 cm2
0 3/8
= 2.98 cm
MrD : (As)D = 1 1/2 = 3.17 cm2
0 3/8
= 2.98 cm
MrE : (As)E = 1 1/2 = 4.95 cm2
1 3/8
= 4.66 cm
= 1900.35 Kg-m/m
= 1900.35 Kg-m/m
= 2812.50 Kg-m/m
= 1900.35 Kg-m/m
)2
(.a
dfyAsM rA
bcf
fyAsa
'85.0
)2
(.a
dfyAsM rB
bcf
fyAsa
'85.0
)2
(.a
dfyAsM rC
bcf
fyAsa
'85.0
)2
(.a
dfyAsM rD
bcf
fyAsa
'85.0
)2
(.a
dfyAsM rE
MrF : (As)F = 1 1/2 = 3.17 cm2
0 0
= 2.98 cm
b) Calculo de los Esfuerzos Cortantes: Vi
V A = 1509.38 Kg 1509.375
V 'B = -1509.38 Kg 2202.51 Kg 1509.375
V ''B = 1983.75 Kg 1983.75
V 'C = -1983.75 Kg 1983.75
V ''C = 2085.00 Kg 2085
V 'D = -2085.00 Kg 2085
V ''D = 2202.51 Kg 2202.51269
V 'E = -1866.24 Kg 1866.23731
V ''E = 1651.35 Kg 1651.34756
V F = -2023.65 Kg 2023.65244
2072.28 Kg
Corte que toma el Concreto
Vc = 3334.27 Kg
= 1900.35 Kg-m/m
i
jiiuii
L
MMLWV
2
Vud
d
Vmax.=
Vud
WudVuVud
dbcfVC **'*53.0
bcf
fyAsa
'85.0
)2
(.a
dfyAsM rE
Vc = 2834.13 Kg OK!
bw =
Ensanche =
POR LO TANTO NO ES NECESARIO CALCULAR ENSANCHE DE VIGUETA
ViguetaEnsancharVcVudSi ..:
VuddbwcfV C **'*53.0.
dcf
Vudbw
*'53.0
LEnsanchedeLongitud :..
b=
L=
0.10
0.10
0.10
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