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6.2 Diseño de alig.pdf
1. Dimensiones y Propiedades: Nivel 1 - Aulas
B = 40 cm f'c = 210 kg/cm2
b = 10 cm Ec = 217370.6512 kg/cm2
h = 20 cm fy = 4200 kg/cm2
t = 5 cm Ey = 2000000 kg/cm2
L1 L2 L3 Wunitario W
PP: 0.10 0.15 1.00 2400 36.00
0.40 0.05 1.00 2400 48.00
C.Perm:
bloquetas 5.00 7 36.00
contrapiso 0.40 0.04 1.00 2300 36.80
acabados 0.40 1.00 30.0 12.00
cielorraso 0.40 1.00 15 6.00
PP: 174.80
SC/m2 SC/m CM = 254.80
Muros 200.00 80.00
1.4CM: 356.72 kg/m
CV/m2 CV/m
CV 250.00 100.00
1.7CV: 170 kg/m
w: 526.72 kg/m 0.527 tn/m
L = 4.00 m
Mmax (-)= 1.053 tn-m Mmax (+)= 0.843 tn-m
B = 40.0 cm B = 40.0 cm
t = 5.0 cm t = 5.0 cm
b = 10.00 cm b = 10.0 cm
h = 20.00 cm h = 20.0 cm
r = 2.00 cm r = 2.0 cm
d = 18.00 cm d = 18.0 cm
Asmin= 0.43 cm2 Asmin= 0.43 cm2
a = 4.11 cm a(ala) = 0.74 cm
amax = 5.74 cm amax = 5.74 cm
As (-)= 1.75 cm2 ds= 5.0 cm
si a(ala)<ds:
As (+)= 1.26 cm2
Usando: Arriba: 1 Ø 5/8 ''
As = 1.98 cm2 OK
Abajo: 1 Ø 1/2 ''
As = 1.27 cm2 OK
b = 10.00 cm
d = 18.00 cm
Vu = 1.053 tn
Vc = 2.15 tn
Acero superior: Acero inferior:
DISEÑO DE LOSAS ALIGERADAS
Metrado Carga peso Propio:
Metrado Sobrecargas:
Metrado Carga Viva:
DISEÑO DEL ACERO POR FLEXION:
DISEÑO POR CORTE:
Cortante última
Cortante que soporta el concreto
3. Dimensiones y Propiedades: Nivel 1 - Corredores
B = 40 cm f'c = 210 kg/cm2
b = 10 cm Ec = 217370.6512 kg/cm2
h = 20 cm fy = 4200 kg/cm2
t = 5 cm Ey = 2000000 kg/cm2
L1 L2 L3 Wunitario W
PP: 0.10 0.15 1.00 2400 36.00
0.40 0.05 1.00 2400 48.00
C.Perm:
bloquetas 5.00 7 36.00
contrapiso 0.40 0.04 1.00 2300 36.80
acabados 0.40 1.00 30.0 12.00
cielorraso 0.40 1.00 15 6.00
PP: 174.80
SC/m2 SC/m CM = 174.80
Muros 0.00
1.4CM: 244.72 kg/m
CV/m2 CV/m
CV 400.00 160.00
1.7CV: 272 kg/m
w: 516.72 kg/m 0.517 tn/m
L = 1.95 m
Mmax (-)= 0.982 tn-m Mmax (+)= 0.196 tn-m
B = 40.0 cm B = 40.0 cm
t = 5.0 cm t = 5.0 cm
b = 10.00 cm b = 10.0 cm
h = 20.00 cm h = 20.0 cm
r = 2.00 cm r = 2.0 cm
d = 18.00 cm d = 18.0 cm
Asmin= 0.43 cm2 Asmin= 0.43 cm2
a = 3.80 cm a(ala) = 0.17 cm
amax = 5.74 cm amax = 5.74 cm
As (-)= 1.61 cm2 ds= 5.0 cm
si a(ala)<ds:
As (+)= 0.29 cm2
Usando: Arriba: 1 Ø 5/8 ''
As = 1.98 cm2 OK
Abajo: 1 Ø 3/8 ''
As = 0.71 cm2 OK
DISEÑO POR CORTE:
Acero superior: Acero inferior:
DISEÑO DE LOSAS ALIGERADAS
Metrado Carga peso Propio:
Metrado Sobrecargas:
Metrado Carga Viva:
DISEÑO DEL ACERO POR FLEXION:
4. b = 10.00 cm
d = 18.00 cm
Vu = 0.504 tn
Vc = 2.15 tn
ok
Cortante última
Cortante que soporta el concreto
5. Dimensiones y Propiedades: Nivel techos
B = 40 cm f'c = 210 kg/cm2
b = 10 cm Ec = 217370.6512 kg/cm2
h = 20 cm fy = 4200 kg/cm2
t = 5 cm Ey = 2000000 kg/cm2
L1 L2 L3 Wunitario W
PP: 0.10 0.15 1.00 2400 36.00
0.40 0.05 1.00 2400 48.00
C.Perm:
bloquetas 5.00 7 36.00
contrapiso 0.40 0.04 1.00 2300 36.80
acabados 0.40 1.00 30.0 12.00
cielorraso 0.40 1.00 15 6.00
PP: 174.80
SC/m2 SC/m CM = 174.80
Muros 0.00
1.4CM: 244.72 kg/m
CV/m2 CV/m
CV 80.00 32.00
1.7CV: 54.4 kg/m
w: 299.12 kg/m 0.299 tn/m
L = 4.00 m
Mmax (-)= 0.598 tn-m Mmax (+)= 0.479 tn-m
B = 40.0 cm B = 40.0 cm
t = 5.0 cm t = 5.0 cm
b = 10.00 cm b = 10.0 cm
h = 20.00 cm h = 20.0 cm
r = 2.00 cm r = 2.0 cm
d = 18.00 cm d = 18.0 cm
Asmin= 0.43 cm2 Asmin= 0.43 cm2
a = 2.20 cm a(ala) = 0.42 cm
amax = 5.74 cm amax = 5.74 cm
As (-)= 0.94 cm2 ds= 5.0 cm
si a(ala)<ds:
As (+)= 0.71 cm2
Usando: Arriba: 1 Ø 1/2 ''
As = 1.27 cm2 OK
Abajo: 1 Ø 3/8 ''
As = 0.71 cm2 OK
DISEÑO POR CORTE:
Acero superior: Acero inferior:
DISEÑO DE LOSAS ALIGERADAS
Metrado Carga peso Propio:
Metrado Sobrecargas:
Metrado Carga Viva:
DISEÑO DEL ACERO POR FLEXION:
6. b = 10.00 cm
d = 18.00 cm
Vu = 0.598 tn
Vc = 2.15 tn
ok
Cortante última
Cortante que soporta el concreto
7. Dimensiones y Propiedades: Nivel 1 - Corredores
B = 40 cm f'c = 210 kg/cm2
b = 10 cm Ec = 217370.6512 kg/cm2
h = 20 cm fy = 4200 kg/cm2
t = 5 cm Ey = 2000000 kg/cm2
L1 L2 L3 Wunitario W
PP: 0.10 0.15 1.00 2400 36.00
0.40 0.05 1.00 2400 48.00
C.Perm:
bloquetas 5.00 7 36.00
contrapiso 0.40 0.04 1.00 2300 36.80
acabados 0.40 1.00 30.0 12.00
cielorraso 0.40 1.00 15 6.00
PP: 174.80
SC/m2 SC/m CM = 174.80
Muros 0.00
1.4CM: 244.72 kg/m
CV/m2 CV/m
CV 30.00 12.00
1.7CV: 20.4 kg/m
w: 265.12 kg/m 0.265 tn/m
L = 2.95 m
Mmax (-)= 1.154 tn-m Mmax (+)= 0.231 tn-m
B = 40.0 cm B = 40.0 cm
t = 5.0 cm t = 5.0 cm
b = 10.00 cm b = 10.0 cm
h = 20.00 cm h = 20.0 cm
r = 2.00 cm r = 2.0 cm
d = 18.00 cm d = 18.0 cm
Asmin= 0.43 cm2 Asmin= 0.43 cm2
a = 4.57 cm a(ala) = 0.20 cm
amax = 5.74 cm amax = 5.74 cm
As (-)= 1.94 cm2 ds= 5.0 cm
si a(ala)<ds:
As (+)= 0.34 cm2
Usando: Arriba: 1 Ø 1/2 '' + 1 Ø 3/8 ''
As = 1.98 cm2 OK
Abajo: 1 Ø 3/8 ''
As = 0.71 cm2 OK
DISEÑO POR CORTE:
Acero superior: Acero inferior:
DISEÑO DE LOSAS ALIGERADAS
Metrado Carga peso Propio:
Metrado Sobrecargas:
Metrado Carga Viva:
DISEÑO DEL ACERO POR FLEXION:
8. b = 10.00 cm
d = 18.00 cm
Vu = 0.391 tn
Vc = 2.15 tn
ok
Cortante última
Cortante que soporta el concreto
