Physical Sciences">
Pórtico I-1Er Piso
Pórtico I-1Er Piso
Pórtico I-1Er Piso
RNE-E.060 Para elementos no preesforzados con estribo que cumplan con 7.10.5:
10.3.6.2 ɸPn max=0.80ɸPon=0.80ɸ[0.85.f'c(Ag-Ast)+fy.Ast]
DATOS DE LA GEOMETRÍA
Largo (x)= 35 cm
Largo (y)= 35 cm
r= 4 cm
r'= 5.74625 cm
N° de varillas (x)= 3
N° de varillas (y)= 3
USAREMOS CANTIDAD
∅mayor= 5/8 4.00
∅menor= 5/8 4.00
∅est= 3/8
As requerido= 12.25
As utilizado= 16.00 → As cumple
cuantia= 0.0131 → La cuantia cumple.
Pon= 283.0065 Ton Carga nominal
Pn máx= 226.41 Ton Carga concéntrica nominal reducida
Pu= 158.48 Ton Carga axial máxima
RESULTADOS DE ETABS
MOMENTOS
M3 M2
P 0° 180° 90° 270°
phiPn phiMn phiPn phiMn phiPn phiMn phiPn phiMn
1 158.4836 0.0000 158.4836 0.0000 158.4836 0.0000 158.4836 0.0000
2 158.4836 3.4239 158.4836 -3.4239 158.4836 3.4239 158.4836 -3.4239
3 156.3709 5.2329 156.3709 -5.2329 156.3709 5.2329 156.3709 -5.2329
4 140.3514 6.8146 140.3514 -6.8146 140.3514 6.8146 140.3514 -6.8146
5 123.5009 8.1000 123.5009 -8.1000 123.5009 8.1000 123.5009 -8.1000
6 105.4677 9.1184 105.4677 -9.1184 105.4677 9.1184 105.4677 -9.1184
7 85.6699 9.9188 85.6699 -9.9188 85.6699 9.9188 85.6699 -9.9188
8 63.1056 10.5342 63.1056 -10.5342 63.1056 10.5342 63.1056 -10.5342
9 53.6610 10.8374 53.6610 -10.8374 53.6610 10.8374 53.6610 -10.8374
10 41.1274 11.0552 41.1274 -11.0552 41.1274 11.0552 41.1274 -11.0552
11 22.4801 10.4773 22.4801 -10.4773 22.4801 10.4773 22.4801 -10.4773
12 4.2539 8.5275 4.2539 -8.5275 4.2539 8.5275 4.2539 -8.5275
13 -19.3929 5.6913 -19.3929 -5.6913 -19.3929 5.6913 -19.3929 -5.6913
14 -48.6382 1.9476 -48.6382 -1.9476 -48.6382 1.9476 -48.6382 -1.9476
15 -60.4800 0.0000 -60.4800 0.0000 -60.4800 0.0000 -60.4800 0.0000
DEMANDA COLUMNA RU
P V2 V3 T M2 M3
-27.78 0.10 -0.08 0.00 -0.09 0.13
-7.22 0.02 -0.01 0.00 -0.01 0.03
11.59 1.96 0.97 0.01 2.01 3.51
3.62 0.69 2.06 0.02 4.24 1.24
DEAD 27.7833
LIVE 7.2207
COMBINACIONES DE DISEÑO
COMBINACIONES DE DISEÑO
COMBOS
P M2 M3
GRAVEDAD U1=1.4CM+1.7CV 51.1718 -0.1406 0.2260
U2=1.25(CM+CV)+SISXX 55.3476 1.8904 3.7005
U3=1.25(CM+CV)-SISXX 32.1624 -2.1366 -3.3113
SISMO XX
U4=0.9CM+SISXX 36.5976 1.9330 3.6221
U5=0.9CM-SISXX 13.4124 -2.0940 -3.3897
U2=1.25(CM+CV)+SISYY 47.3732 4.1174 1.4336
U3=1.25(CM+CV)-SISYY 48.8878 -4.3636 -1.0444
SISMO YY
U4=0.9CM+SISYY 28.6232 4.1600 1.3552
U5=0.9CM-SISYY 21.3868 -4.3210 -1.1228
COMBINACIONES DE DISEÑO
XX COMBOS
P M2 M3
GRAVEDAD U1=1.4CM+1.7CV 51.1718 -0.1406 0.2260
U2=1.25(CM+CV)+SISXX 55.3476 1.8904 3.7005
U3=1.25(CM+CV)-SISXX 32.1624 -2.1366 -3.3113
POSITIVO
U4=0.9CM+SISXX 36.5976 1.9330 3.6221
U5=0.9CM-SISXX 13.4124 -2.0940 -3.3897
U2=1.25(CM+CV)+SISXX 55.3476 -1.8904 -3.7005
U3=1.25(CM+CV)-SISXX 32.1624 2.1366 3.3113
NEGATIVO
U4=0.9CM+SISXX 36.5976 -1.9330 -3.6221
U5=0.9CM-SISXX 13.4124 2.0940 3.3897
COMBINACIONES DE DISEÑO
YY COMBOS
P M2 M3
GRAVEDAD U1=1.4CM+1.7CV 51.1718 -0.1406 0.2260
U2=1.25(CM+CV)+SISYY 47.3732 4.1174 1.4336
U3=1.25(CM+CV)-SISYY 48.8878 -4.3636 -1.0444
POSITIVO
U4=0.9CM+SISYY 28.6232 4.1600 1.3552
U5=0.9CM-SISYY 21.3868 -4.3210 -1.1228
U2=1.25(CM+CV)+SISYY 47.3732 -4.1174 -1.4336
U3=1.25(CM+CV)-SISYY 48.8878 4.3636 1.0444
NEGATIVO
U4=0.9CM+SISYY 28.6232 -4.1600 -1.3552
U5=0.9CM-SISYY 21.3868 4.3210 1.1228
DIAGRAMAS DE ITERACCIÓN EN X
P=13.4124
-15 -10 -5 0 5 10 15
Mn= 8.5275
P=13.4124
-15 -10 -5 0 5 10 15
Mn= 8.5275
DIAGRAMAS DE ITERACCIÓN EN Y
P=21.3868
-15 -10 -5 0 5 10 15
Mn= 10.4773
P=21.3868
-15 -10 -5 0 5 10 15
Mn= 10.4773
COMPROBACIÓN COLUMNA FUERTE-VIGA DÉBIL: C I-1 (1ER NIVEL)
VIGA (→)
b= 30
h= 55
r= 4
Mnc= 16.12 Ton.m f'c= 210
f'y= 4200
∅= 5/8 ''
N°Varillas= 4
As= 8
Mnv= 16.08 Ton.m d= 51
a= 6.2700
Mnv= 16.08264
ΣMnc≥1.2*ΣMnv → Cumple
DIAGRAMA DE ITERACCIÓN: C I-1 (2DO NIVEL)
RESULTADOS DE ETABS
MOMENTOS
M3 M2
P 0° 180° 90° 270°
phiPn phiMn phiPn phiMn phiPn phiMn phiPn phiMn
1 158.4836 0.0000 158.4836 0.0000 158.4836 0.0000 158.4836 0.0000
2 158.4836 3.4239 158.4836 -3.4239 158.4836 3.4239 158.4836 -3.4239
3 156.3709 5.2329 156.3709 -5.2329 156.3709 5.2329 156.3709 -5.2329
4 140.3514 6.8146 140.3514 -6.8146 140.3514 6.8146 140.3514 -6.8146
5 123.5009 8.1000 123.5009 -8.1000 123.5009 8.1000 123.5009 -8.1000
6 105.4677 9.1184 105.4677 -9.1184 105.4677 9.1184 105.4677 -9.1184
7 85.6699 9.9188 85.6699 -9.9188 85.6699 9.9188 85.6699 -9.9188
8 63.1056 10.5342 63.1056 -10.5342 63.1056 10.5342 63.1056 -10.5342
9 53.6610 10.8374 53.6610 -10.8374 53.6610 10.8374 53.6610 -10.8374
10 41.1274 11.0552 41.1274 -11.0552 41.1274 11.0552 41.1274 -11.0552
11 22.4801 10.4773 22.4801 -10.4773 22.4801 10.4773 22.4801 -10.4773
12 4.2539 8.5275 4.2539 -8.5275 4.2539 8.5275 4.2539 -8.5275
13 -19.3929 5.6913 -19.3929 -5.6913 -19.3929 5.6913 -19.3929 -5.6913
14 -48.6382 1.9476 -48.6382 -1.9476 -48.6382 1.9476 -48.6382 -1.9476
15 -60.4800 0.0000 -60.4800 0.0000 -60.4800 0.0000 -60.4800 0.0000
DEMANDA COLUMNA RU
P V2 V3 T M2 M3
-12.61 0.41 -0.42 0.00 -0.52 0.54
-1.35 0.08 -0.03 0.00 -0.03 0.10
5.45 5.04 1.83 0.02 2.46 6.88
1.88 1.50 3.83 0.03 5.16 2.12
DEAD 12.6104
LIVE 1.3456
COMBINACIONES DE DISEÑO
COMBINACIONES DE DISEÑO
COMBOS
P M2 M3
GRAVEDAD U1=1.4CM+1.7CV 19.9421 -0.7778 0.9258
U2=1.25(CM+CV)+SISXX 22.8962 1.7737 7.6821
U3=1.25(CM+CV)-SISXX 11.9938 -3.1447 -6.0843
SISMO XX
U4=0.9CM+SISXX 16.8006 1.9956 7.3652
U5=0.9CM-SISXX 5.8982 -2.9228 -6.4013
U2=1.25(CM+CV)+SISYY 19.3280 4.4748 2.9219
U3=1.25(CM+CV)-SISYY 19.0510 -5.8458 -1.3241
SISMO YY
U4=0.9CM+SISYY 13.2324 4.6967 2.6050
U5=0.9CM-SISYY 9.4664 -5.6239 -1.6411
COMBINACIONES DE DISEÑO
XX COMBOS
P M2 M3
GRAVEDAD U1=1.4CM+1.7CV 19.9421 -0.7778 0.9258
U2=1.25(CM+CV)+SISXX 22.8962 1.7737 7.6821
U3=1.25(CM+CV)-SISXX 11.9938 -3.1447 -6.0843
POSITIVO
U4=0.9CM+SISXX 16.8006 1.9956 7.3652
U5=0.9CM-SISXX 5.8982 -2.9228 -6.4013
U2=1.25(CM+CV)+SISXX 22.8962 -1.7737 -7.6821
U3=1.25(CM+CV)-SISXX 11.9938 3.1447 6.0843
NEGATIVO
U4=0.9CM+SISXX 16.8006 -1.9956 -7.3652
U5=0.9CM-SISXX 5.8982 2.9228 6.4013
COMBINACIONES DE DISEÑO
YY COMBOS
P M2 M3
GRAVEDAD U1=1.4CM+1.7CV 19.9421 -0.7778 0.9258
U2=1.25(CM+CV)+SISYY 19.3280 4.4748 2.9219
U3=1.25(CM+CV)-SISYY 19.0510 -5.8458 -1.3241
POSITIVO
U4=0.9CM+SISYY 13.2324 4.6967 2.6050
U5=0.9CM-SISYY 9.4664 -5.6239 -1.6411
U2=1.25(CM+CV)+SISYY 19.3280 -4.4748 -2.9219
U3=1.25(CM+CV)-SISYY 19.0510 5.8458 1.3241
NEGATIVO
U4=0.9CM+SISYY 13.2324 -4.6967 -2.6050
U5=0.9CM-SISYY 9.4664 5.6239 1.6411
DIAGRAMAS DE ITERACCIÓN EN X
P=5.8982
-15 -10 -5 0 5 10 15
Mn= 8.5275
P=5.8982
-15 -10 -5 0 5 10 15
Mn= 8.5275
DIAGRAMAS DE ITERACCIÓN EN Y
P=9.4664
-15 -10 -5 0 5 10 15
Mn= 8.5275
P=9.4664
-15 -10 -5 0 5 10 15
Mn= 8.5275
COMPROBACIÓN COLUMNA FUERTE-VIGA DÉBIL: C I-1 (2DO NIVEL)
VIGA (→)
b= 30
h= 55
r= 4
Mnc= 13.12 Ton.m f'c= 210
f'y= 4200
∅= 5/8 ''
N°Varillas= 3
As= 6
Mnv= 12.26 Ton.m d= 51
a= 4.7100
Mnv= 12.25854
ΣMnc≥1.2*ΣMnv → Cumple