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DISEÑO DE LOSA ALIGERADA
Losa A-1
L1= 3.45 m F´c= 210 Kg/cm2 P cielo razo= 100.00 Kg/m2L2= 3.92 m Fy= 4200 Kg/cm2 P tabiqueria= 100.00 Kg/m2L3= 3.92 m S/C= 300L4= 3.92 m
Predimensionamiento: 0.40
h=> 0.16 0.05
h= 0.20 m 0.15
r = 2 cm.d= 0.18 md= 18 cm 0.30 0.10 0.30
Altura lad. Peso lad.0.20 cm 10.0 Kg0.15 cm. 8.00 Kg0.12 cm. 6.5 Kg Peso ladrillo= 8.00 Kg
Metrado de cargas:Pp losa = 48.00 Kg CM= 476.67 Kg/m2Pp vigueta = 36.00 Kg W= 1.5 CM + 1.8 CV
P ladrillo = 26.67 Kg W= 1255.00 Kg/m2
CM= 110.67 Kg
W= 502.00 Kg/m
Condiciones A.C.I. :1º Existen dos o más tramos2º Luces similares: L> / L< < 1.20
1.14 < 1.20 CORRECTO3º CM ≤ 3 CV
476.67 ≤ 900.00 CORRECTO
Momentos actuantes:
1/24 1/10 1/10 1/10 1/24
1/14 1/16 1/16 1/14
M1= 248.96 Kg . m M6= 482.12 Kg . mM2= 426.79 Kg . m M7= 771.39 Kg . mM3= 681.68 Kg . m M8= 551.00 Kg . mM4= 482.12 Kg . m M9= 321.41 Kg . mM5= 771.39 Kg . m-0.25 -0.68 0.77 0.77 -0.32
0.43 0.48 0.48 0.55Momentos flectores en Tn-m
Norma E-60: Losas menores a 7.30 m se cumple que h=> L/25
L3L1 L2 L4
PROYECTO: Creacion de Salon Artesanal para Usos Multiples Barrio 4 de DiciembreLOCALIDAD: Barrio 04 de DiciembreDISTRITO: Pisacoma PROVINCIA: Chucuito Juli DPTO/REGION: Puno
Momento 1:M1= 248.96 Kg . m As a As= 0.38 cm2
0.44 1.03 As min= 0.50 cm20.38 0.890.38 0.880.38 0.88 As= 0.50 cm2
Momento 2:M2= 426.79 Kg . m As a As= 0.63 cm2
0.75 0.44 As min= 1.99 cm20.64 0.370.63 0.370.63 0.37 As= 1.99 cm2
Momento 3:M3= 681.68 Kg . m As a As= 1.08 cm2
1.20 2.83 As min= 0.50 cm21.09 2.561.08 2.541.08 2.54 As= 1.08 cm2
Momento 4:M4= 482.12 Kg . m As a As= 0.72 cm2
0.85 0.50 As min= 1.99 cm20.72 0.420.72 0.420.72 0.42 As= 1.99 cm2
Momento 5:M5= 771.39 Kg . m As a As= 1.23 cm2
1.36 3.20 As min= 0.50 cm21.24 2.931.23 2.901.23 2.90 As= 1.23 cm2
Momento 6:M6= 482.12 Kg . m As a As= 0.72 cm2
0.85 0.50 As min= 1.99 cm20.72 0.420.72 0.420.72 0.42 As= 1.99 cm2
Momento 7:M7= 771.39 Kg . m As a As= 1.23 cm2
1.36 3.20 As min= 0.50 cm21.24 2.931.23 2.901.23 2.90 As= 1.23 cm2
Momento 8:M6= 551.00 Kg . m As a As= 0.82 cm2
0.97 0.57 As min= 1.99 cm20.82 0.480.82 0.480.82 0.48 As= 1.99 cm2
Momento 9:M7= 321.41 Kg . m As a As= 0.48 cm2
0.57 0.33 As min= 0.50 cm20.48 0.280.48 0.28
0.48 0.28 As= 0.50 cm2
Diam. Perim. Peso Area en centimetros cuadradospulg. cm cm Kg/ml 1 2 3 4 5 6
# 2 1/4 0.635 2 0.25 0.32 0.64 0.96 1.28 1.60 1.92# 3 3/8 0.953 3 0.58 0.71 1.42 2.13 2.84 3.55 4.26# 4 1/2 1.270 4 1.02 1.29 2.58 3.87 5.16 6.45 7.74# 5 5/8 1.588 5 1.60 2.00 4.00 6.00 8.00 10.00 12.00# 6 3/4 1.905 6 2.26 2.85 5.70 8.55 11.40 14.25 17.10# 8 1 2.540 8 4.04 5.10 10.20 15.30 20.40 25.50 30.60
# 11 1 3/8 3.581 11.2 7.95 10.06 20.12 30.18 40.24 50.30 60.36
Momento As As As elegidoKg-m calculado corregido Cant. Diam + Cant. Diam
M1 248.96 0.38 1.29 1 1/2 -M2 426.79 0.63 1.29 1 1/2 +M3 681.68 1.08 1.29 1 1/2 -M4 482.12 0.72 1.29 1 1/2 +M5 482.12 1.23 1.29 1 1/2 -M6 771.39 0.72 1.29 1 1/2 +M7 551.00 1.23 1.29 1 1/2 -M8 551.00 0.82 1.29 1 1/2 +M9 321.41 0.48 1.29 1 1/2 -
1.29 1.29 1.29 1.29 1.291.29 1.29 1.29 1.29
Äreas de acero en cm2
ρmax = 0.50 * ρb
ρb = 0.0212
ρmax = 0.0106a = 4.50
Mu max = 1.27 Tn-m
1.27 > 0.77 CORRECTO
Verificación por corte:V = 995.84 KgVu = 835.20 Kg
Cortante admisible del concreto:Vc = 1292.62 Kg
835.20 < 1292.62 CORRECTONo necesita ensanche de vigueta
Acero temperatura:Ast = 1.25 cm2usar Ø 1/4 0.32 cm2
Espaciamiento:@ 25.32 25.00
usar Ø 1/4 @ 25 cm2
DISEÑO DE LOSA ALIGERADALosa A-1
L1 L2
L1= 3.73 m F´c= 210 Kg/cm2 P cielo razo= ### Kg/m2L2= 3.73 m Fy= 4200 Kg/cm2 P tabiqueria= ### Kg/m2
S/C= 250 P muro = ### Kg/m
Predimensionamiento: 0.40
h=> 0.15 0.05
h= 0.25 m 0.20
r = 2 cm.d= 0.23 md= 23 cm 0.30 0.10 0.30
0.20 cm 10.0 Kg0.15 cm. 8.00 Kg0.12 cm. 6.5 Kg Peso ladrillo= 8.00 Kg
Metrado de cargas:Pp losa = 48.00 Kg CM= 791.67 Kg/m2Pp vigueta = 48.00 Kg W= 1.5 CM + 1.8 CV
P ladrillo = 26.67 Kg W= 1637.50 Kg/m2
CM= 122.67 Kg
W= 655.00 Kg/m
Condiciones A.C.I. :1º Existen dos o más tramos2º Luces similares: L> / L< < 1.20
1.00 < 1.20 CORRECTO3º CM ≤ 3 CV
### ≤ 1350.00 CORRECTO Verificación por corte:
Momentos actuantes:
1/24 1/9 1/24 Cortante admisible del concreto: 1/14 1/14
M1= 378.69 Kg . m M5= 94.67 Kg . mM2= 649.18 Kg . mM3= 1009.84 Kg . mM4= 649.18 Kg . m Acero temperatura:
-0.38 -1.01 -0.090.65 0.65 Espaciamiento:
Momentos flectores en Tn-m
Norma E-60: Losas menores a 7.30 m se cumple que h=> L/25
Momento 1:M1= 378.69 Kg . m As a As= 0.45 cm2
0.50 1.18 As min= 0.63 cm20.45 1.050.45 1.050.45 1.05 As= 0.63 cm2
Momento 2:M2= 649.18 Kg . m As a As= 0.75 cm2
0.86 0.51 As min= 2.54 cm20.75 0.440.75 0.440.75 0.44 As= 2.54 cm2
Momento 3:M3= 1009.84 Kg . m As a As= 1.24 cm2
1.34 3.14 As min= 0.63 cm21.25 2.931.24 2.921.24 2.92 As= 1.24 cm2
Momento 4:M4= 649.18 Kg . m As a As= 0.75 cm2
0.86 0.51 As min= 2.54 cm20.75 0.440.75 0.440.75 0.44 As= 2.54 cm2
Momento 5:M5= 94.67 Kg . m As a As= 0.11 cm2
0.13 0.29 As min= 0.63 cm20.11 0.260.11 0.260.11 0.26 As= 0.63 cm2
Diam. Perim. Peso Area en centimetros cuadradospulg. cm cm Kg/ml 1 2 3 4 5 6
# 2 1/4 0.635 2 0.25 0.32 0.64 0.96 1.28 1.60 1.92# 3 3/8 0.953 3 0.58 0.71 1.42 2.13 2.84 3.55 4.26# 4 1/2 1.270 4 1.02 1.29 2.58 3.87 5.16 6.45 7.74# 5 5/8 1.588 5 1.60 2.00 4.00 6.00 8.00 10.00 12.00# 6 3/4 1.905 6 2.26 2.85 5.70 8.55 11.40 14.25 17.10# 8 1 2.540 8 4.04 5.10 10.20 15.30 20.40 25.50 30.60
# 11 1 3/8 3.581 11.2 7.95 10.06 20.12 30.18 40.24 50.30 60.36
Momento As As As elegidoKg-m calculado corregido Cant. Diam + Cant. Diam
M1 378.69 0.45 0.71 1 3/8M2 649.18 0.75 1.29 1 1/2M3 1009.84 1.24 1.29 1 1/2M4 649.18 0.75 1.29 1 1/2M5 94.67 0.11 0.71 1 3/8
0.71 1.29 0.711.29 1.29
Äreas de acero en cm2
ρmax = 0.50 * ρb
ρb = ###
ρmax ###a = 5.75
Mu max = 2.07 Tn-m
2.07 > 1.01 CORRECTO
Verificación por corte:V = 1402.93 KgVu = 1193.33 Kg
Cortante admisible del concreto:Vc = 1651.68 Kg
1193.33 < 1651.68 CORRECTONo necesita ensanche de vigueta
Acero temperatura:Ast = 1.25 cm2usar Ø 1/4 0.32 cm2
Espaciamiento:@ 25.32 25.00
usar Ø 1/4 @ 25 cm2