Column As
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PREDIMENSIONAMIENTO DE COLUMNAS PREDIMENSIONAMIENTO DE ZAPATA Consideraciones para zonas de riesgo sismico C1 Columna interior Primeros pisos n=0.30 C1 Columna interior Ultimos 4 pisos n=0.25 C2, C3 n=0.25 C4 Columna de esquina n=0.20 Metrado de Cargas Peso aligerado 350 kg/m2 Peso tabiqueria 120 Peso acabados 100 Peso vigas 100 Peso columnas 60 730 kg/m2 Esf terreno 3.00 kg/m2 Sobrecarga 300 kg/m2 NFC= 1.5 m 1030 Kg Peso esp. = 1.8 t/m3 N ° pisos 5 Sobregarga= 0.5 t/m2 f'c= 210 kg/cm2 Esf.neto= 26.8 t/m2 Secion cuadrada Area tributaria C2 (Exterio b(cm) t(cm) Z2(area m2) B(m) T(m) 8.50 1042.26 25 41.69 2.04 1.43 1.43 9.00 1103.57 25 44.14 2.16 1.47 1.47 7.07 866.92 25 34.68 1.70 1.30 1.30 8.50 1042.26 25 41.69 2.04 1.43 1.43 Area tributaria C1(Interior) Z1(area m2)B(m) T(m) 15.68 1409.96 25 56.40 3.77 1.94 1.94 16.62 1494.48 25 59.78 3.99 2.00 2.00 13.00 1168.97 25 46.76 3.12 1.77 1.77 Area tributaria C4(Esquina) Z4(area m2)B(m) T(m) 8.50 1563.39 25 62.54 2.04 1.43 1.43 7.07 1300.38 25 52.02 1.70 1.30 1.30 9.00 1655.36 25 66.21 2.16 1.47 1.47 7.07 1300.38 25 52.02 1.70 1.30 1.30 P=1.10 PG P=1.10 PG Columna extrema de portico interior P=1.25 PG P=1.50 PG PG
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PREDIMENSIONAMIENTO DE COLUMNAS PREDIMENSIONAMIENTO DE ZAPATAS
Consideraciones para zonas de riesgo sismicoC1
Columna interiorPrimeros pisos n=0.30C1
Columna interiorUltimos 4 pisos n=0.25
C2, C3 n=0.25
C4 Columna de esquina n=0.20
Metrado de CargasPeso aligerado 350 kg/m2Peso tabiqueria 120Peso acabados 100Peso vigas 100Peso columnas 60
730 kg/m2 Esf terreno= 3.00 kg/m2Sobrecarga 300 kg/m2 NFC= 1.5 m
1030 Kg Peso esp. = 1.8 t/m3N ° pisos 5 Sobregarga= 0.5 t/m2f'c= 210 kg/cm2 Esf.neto= 26.8 t/m2
Secion cuadrada Secion rectangularArea tributaria C2 (Exterior) b(cm) t(cm) Z2(area m2) B(m) T(m) B(m)
8.50 1042.26 25 41.69 2.04 1.43 1.43 1.509.00 1103.57 25 44.14 2.16 1.47 1.47 1.507.07 866.92 25 34.68 1.70 1.30 1.30 1.508.50 1042.26 25 41.69 2.04 1.43 1.43 1.50
Area tributaria C1(Interior) Z1(area m2) B(m) T(m) B(m)15.68 1409.96 25 56.40 3.77 1.94 1.94 1.5016.62 1494.48 25 59.78 3.99 2.00 2.00 1.5013.00 1168.97 25 46.76 3.12 1.77 1.77 1.50
Area tributaria C4(Esquina) Z4(area m2) B(m) T(m) B(m)8.50 1563.39 25 62.54 2.04 1.43 1.43 1.507.07 1300.38 25 52.02 1.70 1.30 1.30 1.509.00 1655.36 25 66.21 2.16 1.47 1.47 1.507.07 1300.38 25 52.02 1.70 1.30 1.30 1.50
P=1.10 PG
P=1.10 PG
Columna extrema de portico interior
P=1.25 PG
P=1.50 PG
PG
D21
computer: Carga a considerar por piso
diam. cm21/2" 1.295/8" 1.993/4" 2.84
Secion rectangular Peralte Acero minimo Espaciamiento 5/8"T(m) h(cm) B(cm2) T(cm2) B(cm) T(cm)
1.36 60.00 16.20 14.70 12.28 13.541.44 60.00 16.20 15.57 12.28 12.781.13 60.00 16.20 12.23 12.28 16.271.36 60.00 16.20 14.70 12.28 13.54
T(m) h(cm) B(cm2) T(cm2) B(cm) T(cm)2.51 60.00 16.20 27.12 12.28 7.342.66 60.00 16.20 28.74 12.28 6.922.08 60.00 16.20 22.48 12.28 8.85
T(m) h(cm) B(cm2) T(cm2) B(cm) T(cm)1.36 60.00 16.20 14.70 12.28 13.541.13 60.00 16.20 12.23 12.28 16.271.44 60.00 16.20 15.57 12.28 12.781.13 60.00 16.20 12.23 12.28 16.27
PREDIMENSIONAMIENTO DE VIGAS
A/BSobrecarga
alfa betakg/m2250 13 13
A/B > 0.67 500 11 11750 10 10
1000 9 9250 13 11
A/B < 0.67 500 11 10.3750 10 9.2
1000 9 8.3
distancia entre ejes x y A/BPaño1 3.10 5.00 0.620Paño2 4.06 5.00 0.812Paño3 1.15 5.00 0.230
VIGAS PRINCIPALES Usamosb h base peralte
V1 0.155 0.485 0.25 0.49V2 0.203 0.485 0.25 0.49V3 0.057 0.485 0.25 0.49
VIGAS SECUNDARIAS base peralteV3 0.155 0.24 0.25 0.24V4 0.203 0.27 0.25 0.27V5 0.057 0.30 0.25 0.30
