Post on 31-Jan-2016
1. CARACTERÍSTICAS DE LA EDIFICACION:
Ubicación: ArequipaUso: ViviendaAltura de piso a techo: 2.4 mLos alfeizers de ventanas serán aislados de la estructura principalAltura de alfeizer 1.20 m
Altura de tabiques 2.40 m
Altura de parapetos 1.00 m
Area de la edifcación: 336 m2
Losa maciza e= 0.12 m
2. CARACTERISTICAS DE LOS MATERIALES
f'm 950.00 tn/m2
f'c 210.00 kg/cm2
v'm 83 tn/m2
Ec 2173706.51 ton/m2
Em 665000.00 ton/m2
3. PESOS UNITARIOS
Concreto 2.4 ton/m3Albañileria arm. Alveolos llenos 2.3 ton/m3Albañileria arm. Alveolos parcialmente llenos 2.0 ton/m3Piso terminado 0.1 ton/m3S/c techo tipico 0.2 ton/m3S/c Azotea 0.1 ton/m3S/c escalera 0.3 ton/m3
4. DENSIDAD MINIMA DE MUROS REFORZADOS:
N= 3 niveles
S = 1.2 Suelo intermedio
U= 1 vivienda
Z = 0.4 zona 3
Ap= 340 m2
4.1 DENSIDAD DE MUROS DIR X
MURO L(m) Espesor Area de muro (m2)
X1 3.475 0.14 0.49
X2 3.050 0.14 0.43
X3 3.050 0.14 0.43
X4 3.475 0.14 0.49
X5 3.825 0.14 0.54
X6 3.450 0.14 0.48
X7 3.550 0.14 0.50
X8 3.550 0.14 0.50
X9 3.450 0.14 0.48
X10 3.825 0.14 0.54
X11 4.650 0.14 0.65
X12 4.650 0.14 0.65
X13 9.275 0.14 1.30
X14 9.275 0.14 1.30
X15 9.450 0.14 1.32
X16 9.000 0.14 1.26
X17 9.450 0.14 1.32
12.66
= 0.037 = 0.026
4.2 DENSIDAD DE MUROS DIR Y
MURO L(m) Espesor Area de muro (m2)
Y1 3.575 0.14 0.50
Y2 3.575 0.14 0.50
Y3 3.575 0.14 0.50
Y4 3.575 0.14 0.50
Y5 3.575 0.14 0.50
Y6 3.575 0.14 0.50
Y7 1.300 0.14 0.18
Y8 2.200 0.14 0.31
Y9 2.200 0.14 0.31
Y10 1.300 0.14 0.18
Y11 7.250 0.14 1.02
Y12 5.350 0.14 0.75
Y13 8.450 0.14 1.18
Y14 5.350 0.14 0.75
Y15 7.250 0.14 1.02
Y16 1.750 0.14 0.25
8.94
= 0.026 = 0.026
ok
ok
ESFUERZO AXIAL MAXIMO:
DIR XPRIMER NIVEL h= 2.4 m Altura de muros portantes
MURO
Largo EspesorCARGA MUERTA
Muro losa+acab. Alfeizer
L t Ai Pm Wd Longitud
(m) (m) (m2) (ton) (ton) (m)
X1 3.48 0.14 4.93 2.69 1.91 0.65
X2 3.05 0.14 4.23 2.36 1.64 0.65
X3 3.05 0.14 4.23 2.36 1.64 0.65
X4 3.48 0.14 4.93 2.69 1.91 0.65
X5 3.83 0.14 9.42 2.96 3.65 0.65
X6 3.45 0.14 8.62 2.67 3.34 0.00
X7 3.55 0.14 8.46 2.74 3.28 0.00
X8 3.55 0.14 8.46 2.74 3.28 0.00
X9 3.45 0.14 8.62 2.67 3.34 0.00
X10 3.83 0.14 9.42 2.96 3.65 0.65
X11 4.65 0.14 7.85 3.59 3.05 0.00
X12 4.65 0.14 7.85 3.59 3.05 0.00
X13 9.28 0.14 22.58 7.17 8.76 0.00
X14 9.28 0.14 22.58 7.17 8.76 0.00
X15 9.45 0.14 14.04 7.30 5.45 0.00
X16 9.00 0.14 9.57 6.96 3.71 0.00
X17 9.45 0.14 14.04 7.30 5.45 0.00
SEGUNDO NIVEL h= 2.4 m Altura de muros portantes
MURO
Largo EspesorCARGA MUERTA
Muro losa+acab. Alfeizer
L t Ai Pm Wd Longitud
(m) (m) (m2) (ton) (ton) (m)
X1 3.48 0.14 4.93 2.69 1.91 0.65
X2 3.05 0.14 4.23 2.36 1.64 0.65
X3 3.05 0.14 4.23 2.36 1.64 0.65
X4 3.48 0.14 4.93 2.69 1.91 0.65
X5 3.83 0.14 9.42 2.96 3.65 0.65
Area Tributaria
Area Tributaria
X6 3.45 0.14 8.62 2.67 3.34 0.00
X7 3.55 0.14 8.46 2.74 3.28 0.00
X8 3.55 0.14 8.46 2.74 3.28 0.00
X9 3.45 0.14 8.62 2.67 3.34 0.00
X10 3.83 0.14 9.42 2.96 3.65 0.65
X11 4.65 0.14 7.85 3.59 3.05 0.00
X12 4.65 0.14 7.85 3.59 3.05 0.00
X13 9.28 0.14 22.58 7.17 8.76 0.00
X14 9.28 0.14 22.58 7.17 8.76 0.00
X15 9.45 0.14 14.04 7.30 5.45 0.00
X16 9.00 0.14 9.57 6.96 3.71 0.00
X17 9.45 0.14 14.04 7.30 5.45 0.00
TERCER NIVEL h= 2.4 m Altura de muros portantes
MURO
Largo EspesorCARGA MUERTA
Muro losa+acab. Alfeizer
L t Ai Pm Wd Longitud
(m) (m) (m2) (ton) (ton) (m)
X1 3.48 0.14 4.93 2.69 1.91 0.65
X2 3.05 0.14 4.23 2.36 1.64 0.65
X3 3.05 0.14 4.23 2.36 1.64 0.65
X4 3.48 0.14 4.93 2.69 1.91 0.65
X5 3.83 0.14 9.42 2.96 3.65 0.65
X6 3.45 0.14 8.62 2.67 3.34 0.00
X7 3.55 0.14 8.46 2.74 3.28 0.00
X8 3.55 0.14 8.46 2.74 3.28 0.00
X9 3.45 0.14 8.62 2.67 3.34 0.00
X10 3.83 0.14 9.42 2.96 3.65 0.65
X11 4.65 0.14 7.85 3.59 3.05 0.00
X12 4.65 0.14 7.85 3.59 3.05 0.00
X13 9.28 0.14 22.58 7.17 8.76 0.00
X14 9.28 0.14 22.58 7.17 8.76 0.00
X15 9.45 0.14 14.04 7.30 5.45 0.00
X16 9.00 0.14 9.57 6.96 3.71 0.00
X17 9.45 0.14 14.04 7.30 5.45 0.00
DIR YPRIMER NIVEL h= 2.4 m Altura de muros portantes
MURO
Largo EspesorCARGA MUERTA
Muro losa+acab. Alfeizer
Area Tributaria
Area Tributaria
MUROL t Ai Pm Wd Longitud
(m) (m) (m2) (ton) (ton) (m)
Y1 3.58 0.14 2.68 2.76 1.31 0.65
Y2 3.58 0.14 7.12 2.76 3.47 0.65
Y3 3.58 0.14 2.68 2.76 1.31 0.65
Y4 3.58 0.14 2.68 2.76 1.31 0.65
Y5 3.58 0.14 7.12 2.76 3.47 0.65
Y6 3.58 0.14 2.68 2.76 1.31 0.00
Y7 1.30 0.14 2.38 1.00 1.16 0.00
Y8 2.20 0.14 3.97 1.70 1.94 0.00
Y9 2.20 0.14 3.97 1.70 1.94 0.00
Y10 1.30 0.14 2.38 1.00 1.16 0.65
Y11 7.25 0.14 7.93 5.60 3.87 0.00
Y12 5.35 0.14 18.41 4.13 8.98 0.00
Y13 8.45 0.14 36.76 6.53 17.94 0.00
Y14 5.35 0.14 18.41 4.13 8.98 0.00
Y15 7.25 0.14 7.93 5.60 3.87 0.00
Y16 1.75 0.14 0.00 1.35 0.00 0.00
SEGUNDO NIVEL h= 2.4 m Altura de muros portantes
MURO
Largo EspesorCARGA MUERTA
Muro losa+acab. Alfeizer
L t Ai Pm Wd Longitud
(m) (m) (m2) (ton) (ton) (m)
Y1 3.58 0.14 2.68 2.76 1.31 0.65
Y2 3.58 0.14 7.12 2.76 3.47 0.65
Y3 3.58 0.14 2.68 2.76 1.31 0.65
Y4 3.58 0.14 2.68 2.76 1.31 0.65
Y5 3.58 0.14 7.12 2.76 3.47 0.65
Y6 3.58 0.14 2.68 2.76 1.31 0.00
Y7 1.30 0.14 2.38 1.00 1.16 0.00
Y8 2.20 0.14 3.97 1.70 1.94 0.00
Y9 2.20 0.14 3.97 1.70 1.94 0.00
Y10 1.30 0.14 2.38 1.00 1.16 0.65
Y11 7.25 0.14 7.93 5.60 3.87 0.00
Y12 5.35 0.14 18.41 4.13 8.98 0.00
Y13 8.45 0.14 36.76 6.53 17.94 0.00
Y14 5.35 0.14 18.41 4.13 8.98 0.00
Y15 7.25 0.14 7.93 5.60 3.87 0.00
Y16 1.75 0.14 0.00 1.35 0.00 0.00
TERCER NIVEL h= 2.4 m Altura de muros portantes
Area Tributaria
MURO
Largo EspesorCARGA MUERTA
Muro losa+acab. Alfeizer
L t Ai Pm Wd Longitud
(m) (m) (m2) (ton) (ton) (m)
Y1 3.58 0.14 2.68 2.76 1.31 0.65
Y2 3.58 0.14 7.12 2.76 3.47 0.65
Y3 3.58 0.14 2.68 2.76 1.31 0.65
Y4 3.58 0.14 2.68 2.76 1.31 0.65
Y5 3.58 0.14 7.12 2.76 3.47 0.65
Y6 3.58 0.14 2.68 2.76 1.31 0.00
Y7 1.30 0.14 2.38 1.00 1.16 0.00
Y8 2.20 0.14 3.97 1.70 1.94 0.00
Y9 2.20 0.14 3.97 1.70 1.94 0.00
Y10 1.30 0.14 2.38 1.00 1.16 0.65
Y11 7.25 0.14 7.93 5.60 3.87 0.00
Y12 5.35 0.14 18.41 4.13 8.98 0.00
Y13 8.45 0.14 36.76 6.53 17.94 0.00
Y14 5.35 0.14 18.41 4.13 8.98 0.00
Y15 7.25 0.14 7.93 5.60 3.87 0.00
Y16 1.75 0.14 0.00 1.35 0.00 0.00
ESFUERZO AXIAL EJE XPRIMER NIVEL h= 2.4 m Altura de muros portantes
Largo Espesor CM CV Pm
MURO
L t 100% 100%
(m) (m) (ton) (ton) (ton)
X1 3.48 0.14 14.55 2.96 17.51 35.98
X2 3.05 0.14 12.75 2.54 15.29 35.80
X3 3.05 0.14 12.75 2.54 15.29 35.80
X4 3.48 0.14 14.55 2.96 17.51 35.98
X5 3.83 0.14 20.59 5.65 26.24 49.00
X6 3.45 0.14 18.03 5.17 23.20 48.04
X7 3.55 0.14 18.08 5.08 23.15 46.59
X8 3.55 0.14 18.08 5.08 23.15 46.59
X9 3.45 0.14 18.03 5.17 23.20 48.04
X10 3.83 0.14 20.59 5.65 26.24 49.00
X11 4.65 0.14 19.92 4.71 24.63 37.83
X12 4.65 0.14 19.92 4.71 24.63 37.83
Area Tributaria
X13 9.28 0.14 47.79 13.55 61.33 47.23
X14 9.28 0.14 47.79 13.55 61.33 47.23
X15 9.45 0.14 38.25 8.42 46.68 35.28
X16 9.00 0.14 32.01 5.74 37.75 29.96
X17 9.45 0.14 38.25 8.42 46.68 35.28
ESFUERZO AXIAL EJE Y
PRIMER NIVEL h= 2.5 m Altura de muros portantes
Largo Espesor CM CV Pm
MURO
L t 100% 100%
(m) (m) (ton) (ton) (ton)
Y1 3.58 0.14 12.97 1.61 14.57 29.12
Y2 3.58 0.14 19.47 4.27 23.74 47.43
Y3 3.58 0.14 12.97 1.61 14.57 29.12
Y4 3.58 0.14 12.97 1.61 14.57 29.12
Y5 3.58 0.14 19.47 4.27 23.74 47.43
Y6 3.58 0.14 12.21 1.61 13.82 27.61
Y7 1.30 0.14 6.50 1.43 7.93 43.55
Y8 2.20 0.14 10.91 2.38 13.29 43.16
Y9 2.20 0.14 10.91 2.38 13.29 43.16
Y10 1.30 0.14 7.25 1.43 8.68 47.69
Y11 7.25 0.14 28.42 4.76 33.18 32.69
Y12 5.35 0.14 39.36 11.05 50.40 67.29
Y13 8.45 0.14 73.41 22.06 95.46 80.70
Y14 5.35 0.14 39.36 11.05 50.40 67.29
Y15 7.25 0.14 28.42 4.76 33.18 32.69
Y16 1.75 0.14 4.06 0.00 4.06 16.56
Altura de muros portantes
CARGA MUERTA CARGA VIVA CM CV PgAlfeizer Tabique Sobre Carga
100% 100% CM+0.25CVWd Longitud Wd Wl
(ton) (m) (ton) (ton) (ton) (ton) (ton)
0.25 0.00 0.00 0.99 4.85 0.99 5.100.25 0.00 0.00 0.85 4.25 0.85 4.460.25 0.00 0.00 0.85 4.25 0.85 4.460.25 0.00 0.00 0.99 4.85 0.99 5.100.25 0.00 0.00 1.88 6.86 1.88 7.330.00 0.00 0.00 1.72 6.01 1.72 6.440.00 0.00 0.00 1.69 6.03 1.69 6.450.00 0.00 0.00 1.69 6.03 1.69 6.450.00 0.00 0.00 1.72 6.01 1.72 6.440.25 0.00 0.00 1.88 6.86 1.88 7.330.00 0.00 0.00 1.57 6.64 1.57 7.030.00 0.00 0.00 1.57 6.64 1.57 7.030.00 0.00 0.00 4.52 15.93 4.52 17.060.00 0.00 0.00 4.52 15.93 4.52 17.060.00 0.00 0.00 2.81 12.75 2.81 13.450.00 0.00 0.00 1.91 10.67 1.91 11.150.00 0.00 0.00 2.81 12.75 2.81 13.45
137.30 33.97 145.79
Altura de muros portantes
CARGA MUERTA CARGA VIVA CM CV PgAlfeizer Tabique Sobre Carga
100% 100% CM+0.25CVWd Longitud Wd Wl
(ton) (m) (ton) (ton) (ton) (ton) (ton)
0.25 0.00 0.00 0.99 4.85 0.99 5.100.25 0.00 0.00 0.85 4.25 0.85 4.460.25 0.00 0.00 0.85 4.25 0.85 4.460.25 0.00 0.00 0.99 4.85 0.99 5.100.25 0.00 0.00 1.88 6.86 1.88 7.33
0.00 0.00 0.00 1.72 6.01 1.72 6.440.00 0.00 0.00 1.69 6.03 1.69 6.450.00 0.00 0.00 1.69 6.03 1.69 6.450.00 0.00 0.00 1.72 6.01 1.72 6.440.25 0.00 0.00 1.88 6.86 1.88 7.330.00 0.00 0.00 1.57 6.64 1.57 7.030.00 0.00 0.00 1.57 6.64 1.57 7.030.00 0.00 0.00 4.52 15.93 4.52 17.060.00 0.00 0.00 4.52 15.93 4.52 17.060.00 0.00 0.00 2.81 12.75 2.81 13.450.00 0.00 0.00 1.91 10.67 1.91 11.150.00 0.00 0.00 2.81 12.75 2.81 13.45
137.30 33.97 145.79
Altura de muros portantes
CARGA MUERTA CARGA VIVA CM CV PgAlfeizer Tabique Sobre Carga
100% 100% CM+0.25CVWd Longitud Wd Wl
(ton) (m) (ton) (ton) (ton) (ton) (ton)
0.25 0.00 0.00 0.99 4.85 0.99 5.100.25 0.00 0.00 0.85 4.25 0.85 4.460.25 0.00 0.00 0.85 4.25 0.85 4.460.25 0.00 0.00 0.99 4.85 0.99 5.100.25 0.00 0.00 1.88 6.86 1.88 7.330.00 0.00 0.00 1.72 6.01 1.72 6.440.00 0.00 0.00 1.69 6.03 1.69 6.450.00 0.00 0.00 1.69 6.03 1.69 6.450.00 0.00 0.00 1.72 6.01 1.72 6.440.25 0.00 0.00 1.88 6.86 1.88 7.330.00 0.00 0.00 1.57 6.64 1.57 7.030.00 0.00 0.00 1.57 6.64 1.57 7.030.00 0.00 0.00 4.52 15.93 4.52 17.060.00 0.00 0.00 4.52 15.93 4.52 17.060.00 0.00 0.00 2.81 12.75 2.81 13.450.00 0.00 0.00 1.91 10.67 1.91 11.150.00 0.00 0.00 2.81 12.75 2.81 13.45
137.30 33.97 145.79
Altura de muros portantes
CARGA MUERTA CARGA VIVA CM CV PgAlfeizer Tabique Sobre Carga
100% 100% CM+0.25CV
Wd Longitud Wd Wl100% 100% CM+0.25CV
(ton) (m) (ton) (ton) (ton) (ton) (ton)
0.25 0.00 0.00 0.54 4.32 0.54 4.460.25 0.00 0.00 1.42 6.49 1.42 6.840.25 0.00 0.00 0.54 4.32 0.54 4.460.25 0.00 0.00 0.54 4.32 0.54 4.460.25 0.00 0.00 1.42 6.49 1.42 6.840.00 0.00 0.00 0.54 4.07 0.54 4.200.00 0.00 0.00 0.48 2.17 0.48 2.290.00 0.00 0.00 0.79 3.64 0.79 3.840.00 0.00 0.00 0.79 3.64 0.79 3.840.25 0.00 0.00 0.48 2.42 0.48 2.540.00 0.00 0.00 1.59 9.47 1.59 9.870.00 0.00 0.00 3.68 13.12 3.68 14.040.00 0.00 0.00 7.35 24.47 7.35 26.310.00 0.00 0.00 3.68 13.12 3.68 14.040.00 0.00 0.00 1.59 9.47 1.59 9.870.00 0.00 0.00 0.00 1.35 0.00 1.35
112.88 25.42 119.23
Altura de muros portantes
CARGA MUERTA CARGA VIVA CM CV PgAlfeizer Tabique Sobre Carga
100% 100% CM+0.25CVWd Longitud Wd Wl
(ton) (m) (ton) (ton) (ton) (ton) (ton)
0.25 0.00 0.00 0.54 4.32 0.54 4.460.25 0.00 0.00 1.42 6.49 1.42 6.840.25 0.00 0.00 0.54 4.32 0.54 4.460.25 0.00 0.00 0.54 4.32 0.54 4.460.25 0.00 0.00 1.42 6.49 1.42 6.840.00 0.00 0.00 0.54 4.07 0.54 4.200.00 0.00 0.00 0.48 2.17 0.48 2.290.00 0.00 0.00 0.79 3.64 0.79 3.840.00 0.00 0.00 0.79 3.64 0.79 3.840.25 0.00 0.00 0.48 2.42 0.48 2.540.00 0.00 0.00 1.59 9.47 1.59 9.870.00 0.00 0.00 3.68 13.12 3.68 14.040.00 0.00 0.00 7.35 24.47 7.35 26.310.00 0.00 0.00 3.68 13.12 3.68 14.040.00 0.00 0.00 1.59 9.47 1.59 9.870.00 0.00 0.00 0.00 1.35 0.00 1.35
112.88 25.42 119.23
Altura de muros portantes
CARGA MUERTA CARGA VIVA CM CV PgAlfeizer Tabique Sobre Carga
100% 100% CM+0.25CVWd Longitud Wd Wl
(ton) (m) (ton) (ton) (ton) (ton) (ton)
0.25 0.00 0.00 0.54 4.32 0.54 4.460.25 0.00 0.00 1.42 6.49 1.42 6.840.25 0.00 0.00 0.54 4.32 0.54 4.460.25 0.00 0.00 0.54 4.32 0.54 4.460.25 0.00 0.00 1.42 6.49 1.42 6.840.00 0.00 0.00 0.54 4.07 0.54 4.200.00 0.00 0.00 0.48 2.17 0.48 2.290.00 0.00 0.00 0.79 3.64 0.79 3.840.00 0.00 0.00 0.79 3.64 0.79 3.840.25 0.00 0.00 0.48 2.42 0.48 2.540.00 0.00 0.00 1.59 9.47 1.59 9.870.00 0.00 0.00 3.68 13.12 3.68 14.040.00 0.00 0.00 7.35 24.47 7.35 26.310.00 0.00 0.00 3.68 13.12 3.68 14.040.00 0.00 0.00 1.59 9.47 1.59 9.870.00 0.00 0.00 0.00 1.35 0.00 1.35
112.88 25.42 119.23
Altura de muros portantes
≤ 144.42 ≤ 142.50 ok144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok
144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok
Altura de muros portantes
144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok144.42 142.50 ok
CENTRO DE MASAS
PRIMER NIVEL
Largo Espesor Area Centro Pg
Tributaria X - X Y - Y CM+0.25CV
MURO L t Ai Xg Yg Pi
(m) (m) (m2) (m) (m) (ton)
X1 3.48 0.14 4.93 1.89 0.08 5.10
X2 3.05 0.14 4.23 7.90 0.08 4.46
X3 3.05 0.14 4.23 20.10 0.08 4.46
X4 3.48 0.14 4.93 26.11 0.08 5.10
X5 3.83 0.14 9.42 2.06 3.50 7.33
X6 3.45 0.14 8.62 7.70 3.50 6.44
X7 3.55 0.14 8.46 12.10 3.50 6.45
X8 3.55 0.14 8.46 15.90 3.50 6.45
X9 3.45 0.14 8.62 20.30 3.50 6.44
X10 3.83 0.14 9.42 25.94 3.50 7.33
X11 4.65 0.14 7.85 6.30 5.60 7.03
X12 4.65 0.14 7.85 21.70 5.60 7.03
X13 9.28 0.14 22.58 4.79 8.00 17.06
X14 9.28 0.14 22.58 23.21 8.00 17.06
X15 9.45 0.14 14.04 4.83 11.93 13.45
X16 9.00 0.14 9.57 14.00 11.93 11.15
X17 9.45 0.14 14.04 23.25 11.93 13.45
Y1 3.58 0.14 2.68 0.08 1.79 4.46
Y2 3.58 0.14 7.12 5.00 1.79 6.84
Y3 3.58 0.14 2.68 9.50 1.79 4.46
Y4 3.58 0.14 2.68 18.50 1.79 4.46
Y5 3.58 0.14 7.12 23.00 1.79 6.84
Y6 3.58 0.14 2.68 27.93 1.79 4.20
Y7 1.30 0.14 2.38 3.90 4.95 2.29
Y8 2.20 0.14 3.97 5.00 6.78 3.84
Y9 2.20 0.14 3.97 23.00 6.78 3.84
Y10 1.30 0.14 2.38 24.10 4.95 2.54
Y11 7.25 0.14 7.93 0.08 8.38 9.87
Y12 5.35 0.14 18.41 9.50 8.20 14.04
Y13 8.45 0.14 36.76 14.00 7.77 26.31
Y14 5.35 0.14 18.41 18.50 8.20 14.04
Y15 7.25 0.14 7.93 27.93 8.38 9.87
Y16 1.75 0.14 0.00 14.00 1.60 1.35
265.02
CENTRO DE MASAS
Nivel ∑Pi ∑Pi*x ∑Pi YiXcm Ycm
(m) (m)
1 265.022 3710.360 1682.376 14.00 6.35
2 265.022 3710.360 1682.376 14.00 6.35
3 265.022 3710.360 1682.376 14.00 6.35
∑P 795.067
Datos para
Centro de masa
Pi*x Pi*y
(ton) (ton)
9.63 0.38
35.24 0.33
89.66 0.33
133.06 0.38
15.11 25.67
49.60 22.55
78.03 22.57
102.54 22.57
130.77 22.55
190.22 25.67
44.30 39.38
152.59 39.38
81.71 136.46
395.91 136.46
64.91 160.42
156.06 132.93
312.77 160.42
0.33 7.97
34.22 12.24
42.33 7.97
82.43 7.97
157.42 12.24
117.41 7.52
8.91 11.31
19.18 25.99
88.23 26.01
61.12 12.55
0.74 82.65
133.37 115.12
368.30 204.46
259.72 115.12
275.60 82.65
18.93 2.16
3710.36 1682.38
CENTRO DE RIGIDECESEc = 2173707 Ton/m2
Em = 665000 Ton/m2
n= 3.27
1º Piso
h= 2.400 m.
Muros L(m) t(m) Kx Y KxY
X1 3.475 0.140 27,465.710 0.075 2059.928
X2 3.050 0.140 21,603.050 0.075 1620.229
X3 3.050 0.140 21,603.050 0.075 1620.229
X4 3.475 0.140 27,465.710 0.075 2059.928
X5 3.825 0.140 32,433.944 3.500 113518.805
X6 3.450 0.140 27,114.796 3.500 94901.785
X7 3.550 0.140 28,522.051 3.500 99827.180
X8 3.550 0.140 28,522.051 3.500 99827.180
X9 3.450 0.140 27,114.796 3.500 94901.785
X10 3.825 0.140 32,433.944 3.500 113518.805
X11 4.650 0.140 44,368.155 5.600 248461.668
X12 4.650 0.140 44,368.155 5.600 248461.668
X13 9.275 0.140 110,101.511 8.000 880812.085
X14 9.275 0.140 110,101.511 8.000 880812.085
X15 9.450 0.140 112,517.283 11.925 1341768.595
X16 9.000 0.140 106,296.516 11.925 1267585.948
X17 9.450 0.140 112,517.283 11.925 1341768.595
Σ= 914,549.516 Σ= 6833526.497
Ycr = 7.472 m.
Muros L(m) t(m) Ky X KyX
Y1 3.575 0.140 28,875.295 0.075 2165.647
Y2 3.575 0.140 28,875.295 5.000 144376.474
Y3 3.575 0.140 28,875.295 9.500 274315.301
Y4 3.575 0.140 28,875.295 18.500 534192.954
Y5 3.575 0.140 28,875.295 23.000 664131.781
Y6 3.575 0.140 28,875.295 27.925 806342.608
Para el analisis consideramos todos los muros en volado
Lh
3Lh
4
tΕmK 3
Y7 1.300 0.140 3,031.850 3.900 11824.213
Y8 2.200 0.140 10,997.169 5.000 54985.845
Y9 2.200 0.140 10,997.169 23.000 252934.886
Y10 1.300 0.140 3,031.850 24.100 73067.575
Y11 7.250 0.140 81,795.275 0.075 6134.646
Y12 5.350 0.140 54,543.374 9.500 518162.049
Y13 8.450 0.140 98,652.233 14.000 1381131.266
Y14 5.350 0.140 54,543.374 18.500 1009052.412
Y15 7.250 0.140 81,795.275 27.925 2284133.060
Y16 1.750 0.140 6,450.984 14.000 90313.777
Σ= 579,090.321 Σ= 8107264.495
Xcr = 14.000 m.
CENTRO DE RIGIDECES
Nivel ∑kxi ∑kxi*y ∑Kyi ∑Kyi*xXcr
(m)1 914549.52 6833526.50 579090.32 8107264.50 14.00
2 914549.52 6833526.50 579090.32 8107264.50 14.00
3 914549.52 6833526.50 579090.32 8107264.50 14.00
Para el analisis consideramos todos los muros en volado
Ycr
(m)7.477.47
7.47
PESO TOTAL DE LA EDIFICACION 795.07 Tn
1) Calculo cortante basal
Z 0.4U 1C 2.5S 1.2R 3
V = 318.03 Tn
2) Distribucion del cortante basal
Piso h P x h
3 7.2 265.02 1908.161 0.50 159.012 4.8 265.02 1272.107 0.33 106.01
1 2.4 265.02 636.054 0.17 53.00Σ = 3816.321
Peso P por nivel
PR
SCUZV
60
hnTp
Tp
T2.5C
h x P
VΣ
h PF
T 0.5Hn 7.2Tp 0.16
159.01
159.01
106.01
Vp265.02
159.01 Tn 53.00265.02 Tn
318.03 Tn 318.03
PESO TOTAL DE LA EDIFICACION 795.07 Tn
1) Calculo cortante basal
Z 0.4U 1C 2.5S 1.2R 6
V = 159.01 Tn
2) Distribucion del cortante basal
Piso h P x h
3 7.2 265.02 1908.161 0.50 79.512 4.8 265.02 1272.107 0.33 53.00
1 2.4 265.02 636.054 0.17 26.50Σ = 3816.321
Peso P por nivel
PR
SCUZV
60
hnTp
Tp
T2.5C
h x P
VΣ
h PF
T 0.5Hn 7.2Tp 0.16
79.51
79.51
53.00
Vp132.51
79.51 Tn 26.50132.51 Tn
159.01 Tn 159.01
DISTRIBUCION CORTANTE DIRECTO
PRIMER NIVEL V= 159.01 tn
DIR XMuro K % Vd
X1 27465.71 3.00 4.78X2 21603.05 2.36 3.76X3 21603.05 2.36 3.76X4 27465.71 3.00 4.78X5 32433.94 3.55 5.64X6 27114.80 2.96 4.71X7 28522.05 3.12 4.96X8 28522.05 3.12 4.96X9 27114.80 2.96 4.71
X10 32433.94 3.55 5.64X11 44368.15 4.85 7.71X12 44368.15 4.85 7.71X13 110101.51 12.04 19.14X14 110101.51 12.04 19.14X15 112517.28 12.30 19.56X16 106296.52 11.62 18.48X17 112517.28 12.30 19.56
Σ= 914549.52
DIR YMuro K % Vd
Y1 28875.29 4.99 7.93Y2 28875.29 4.99 7.93Y3 28875.29 4.99 7.93Y4 28875.29 4.99 7.93Y5 28875.29 4.99 7.93Y6 28875.29 4.99 7.93Y7 3031.85 0.52 0.83Y8 10997.17 1.90 3.02Y9 10997.17 1.90 3.02
Y10 3031.85 0.52 0.83Y11 81795.28 14.12 22.46Y12 54543.37 9.42 14.98Y13 98652.23 17.04 27.09Y14 54543.37 9.42 14.98Y15 81795.28 14.12 22.46
pisopor acumuladoD VΣKiKiV
Y16 6450.98 1.11 1.77Σ= 579090.32
RESUMEN DE CORTANTES DIRECTOS EN MUROS
MurosCortante directo Vd
1º Piso 2º Piso 3º Piso
DIR X X1 4.78 3.98 2.39X2 3.76 3.13 1.88X3 3.76 3.13 1.88X4 4.78 3.98 2.39X5 5.64 4.70 2.82X6 4.71 3.93 2.36X7 4.96 4.13 2.48X8 4.96 4.13 2.48X9 4.71 3.93 2.36
X10 5.64 4.70 2.82X11 7.71 6.43 3.86X12 7.71 6.43 3.86X13 19.14 15.95 9.57X14 19.14 15.95 9.57X15 19.56 16.30 9.78X16 18.48 15.40 9.24X17 19.56 16.30 9.78
DIR Y Y1 7.93 6.61 3.96Y2 7.93 6.61 3.96Y3 7.93 6.61 3.96Y4 7.93 6.61 3.96Y5 7.93 6.61 3.96Y6 7.93 6.61 3.96Y7 0.83 0.69 0.42Y8 3.02 2.52 1.51Y9 3.02 2.52 1.51
Y10 0.83 0.69 0.42Y11 22.46 18.72 11.23Y12 14.98 12.48 7.49Y13 27.09 22.57 13.54Y14 14.98 12.48 7.49Y15 22.46 18.72 11.23Y16 1.77 1.48 0.89
Excentricidad de Diseño
Lx = 28 m Accidental
Ly = 12 m
Nivel Xcr Ycr Xcm Ycm ex
Piso 1 14.000 7.472 14.000 6.348 0.000
Piso 2 14.000 7.472 14.000 6.348 0.000
Piso 3 14.000 7.472 14.000 6.348 0.000
Exc. De Diseño en X Exc. De Diseño en Y
Nivel caso 1 caso 2 ex caso 1 caso 2 ey
Piso 1 1.400 -1.400 1.400 1.724 0.524 1.724
Piso 2 1.400 -1.400 1.400 1.724 0.524 1.724
Piso 3 1.400 -1.400 1.400 1.724 0.524 1.724
Momentos Torsores por nivel
Piso e Vp Mt (tn.m)
1 1.724 159.013 274.130
2 1.724 132.511 228.442
3 1.724 79.507 137.065
CORTANTE ROTACIONAL.
Distribuido por muros
PRIMER PISO MT = 274.13 Tn-m
Muros K dy K*dy K*dy^2 Vt
X1 27465.71 7.40 203164.24 ### 0.81
X2 21603.05 7.40 159798.06 ### 0.64
X3 21603.05 7.40 159798.06 ### 0.64
X4 27465.71 7.40 203164.24 ### 0.81
X5 32433.94 3.97 128828.07 511706.86 0.52
X6 27114.80 3.97 107700.34 427787.22 0.43
X7 28522.05 3.97 113289.98 449989.34 0.45
X8 28522.05 3.97 113289.98 449989.34 0.45
X9 27114.80 3.97 107700.34 427787.22 0.43
X10 32433.94 3.97 128828.07 511706.86 0.52
X11 44368.15 1.87 83057.79 155485.32 0.33
X12 44368.15 1.87 83057.79 155485.32 0.33
X13 110101.51 0.53 58132.09 30692.95 0.23
X14 110101.51 0.53 58132.09 30692.95 0.23
X15 112517.28 4.45 501037.92 ### 2.01
X16 106296.52 4.45 473336.93 ### 1.90
X17 112517.28 4.45 501037.92 ### 2.01
∑ ###
Muros K dx K*dx K*dx^2 Vt
Y1 28875.29 13.93 402088.48 ### 1.61
Y2 28875.29 9.00 259877.65 ### 1.04
cmcrx XXe
cmcry YYe yxacc Le 05.0
yyacc Le 05.0
eVM pT
TT MdRigidez
dRigidezV
2 CRx XXd
Y3 28875.29 4.50 129938.83 584724.72 0.52
Y4 28875.29 4.50 129938.83 584724.72 0.52
Y5 28875.29 9.00 259877.65 ### 1.04
Y6 28875.29 13.93 402088.48 ### 1.61
Y7 3031.85 10.10 30621.68 309278.98 0.12
Y8 10997.17 9.00 98974.52 890770.69 0.40
Y9 10997.17 9.00 98974.52 890770.69 0.40
Y10 3031.85 10.10 30621.68 309278.98 0.12
Y11 81795.28 13.93 ### ### 4.56
Y12 54543.37 4.50 245445.18 ### 0.98
Y13 98652.23 0.00 0.00 0.00 0.00
Y14 54543.37 4.50 245445.18 ### 0.98
Y15 81795.28 13.93 ### ### 4.56
Y16 6450.98 0.00 0.00 0.00 0.00
∑ ###
∑K.dx^2+∑K.dy^2= ###
SEGUNDO PISO MT = 228.44 Tn-m
Muros K dy K*dy K*dy^2 Vt
X1 27465.71 7.40 203164.24 ### 0.81
X2 21603.05 7.40 159798.06 ### 0.64
X3 21603.05 7.40 159798.06 ### 0.64
X4 27465.71 7.40 203164.24 ### 0.81
X5 32433.94 3.97 128828.07 511706.86 0.52
X6 27114.80 3.97 107700.34 427787.22 0.43
X7 28522.05 3.97 113289.98 449989.34 0.45
X8 28522.05 3.97 113289.98 449989.34 0.45
X9 27114.80 3.97 107700.34 427787.22 0.43
X10 32433.94 3.97 128828.07 511706.86 0.52
X11 44368.15 1.87 83057.79 155485.32 0.33
X12 44368.15 1.87 83057.79 155485.32 0.33
X13 110101.51 0.53 58132.09 30692.95 0.23
X14 110101.51 0.53 58132.09 30692.95 0.23
X15 112517.28 4.45 501037.92 ### 2.01
X16 106296.52 4.45 473336.93 ### 1.90
X17 112517.28 4.45 501037.92 ### 2.01
∑ ###
Muros K dx K*dx K*dx^2 Vt
Y1 28875.29 13.93 402088.48 ### 1.61
Y2 28875.29 9.00 259877.65 ### 1.04
Y3 28875.29 4.50 129938.83 584724.72 0.52
Y4 28875.29 4.50 129938.83 584724.72 0.52
Y5 28875.29 9.00 259877.65 ### 1.04
Y6 28875.29 13.93 402088.48 ### 1.61
Y7 3031.85 10.10 30621.68 309278.98 0.12
Y8 10997.17 9.00 98974.52 890770.69 0.40
Y9 10997.17 9.00 98974.52 890770.69 0.40
Y10 3031.85 10.10 30621.68 309278.98 0.12
Y11 81795.28 13.93 ### ### 4.56
Y12 54543.37 4.50 245445.18 ### 0.98
Y13 98652.23 0.00 0.00 0.00 0.00
Y14 54543.37 4.50 245445.18 ### 0.98
Y15 81795.28 13.93 ### ### 4.56
Y16 6450.98 0.00 0.00 0.00 0.00
∑ ###
∑K.dx^2+∑K.dy^2= ###
TERCER PISO MT = 98974.52 Tn-m
Muros K dy K*dy K*dy^2 Vt
X1 27465.71 7.40 203164.24 ### 0.81
X2 21603.05 7.40 159798.06 ### 0.64
X3 21603.05 7.40 159798.06 ### 0.64
X4 27465.71 7.40 203164.24 ### 0.81
X5 32433.94 3.97 128828.07 511706.86 0.52
X6 27114.80 3.97 107700.34 427787.22 0.43
X7 28522.05 3.97 113289.98 449989.34 0.45
X8 28522.05 3.97 113289.98 449989.34 0.45
X9 27114.80 3.97 107700.34 427787.22 0.43
X10 32433.94 3.97 128828.07 511706.86 0.52
X11 44368.15 1.87 83057.79 155485.32 0.33
X12 44368.15 1.87 83057.79 155485.32 0.33
X13 110101.51 0.53 58132.09 30692.95 0.23
X14 110101.51 0.53 58132.09 30692.95 0.23
X15 112517.28 4.45 501037.92 ### 2.01
X16 106296.52 4.45 473336.93 ### 1.90
X17 112517.28 4.45 501037.92 ### 2.01
∑ ###
Muros K dx K*dx K*dx^2 Vt
Y1 28875.29 13.93 402088.48 ### 1.61
Y2 28875.29 9.00 259877.65 ### 1.04
Y3 28875.29 4.50 129938.83 584724.72 0.52
Y4 28875.29 4.50 129938.83 584724.72 0.52
Y5 28875.29 9.00 259877.65 ### 1.04
Y6 28875.29 13.93 402088.48 ### 1.61
Y7 3031.85 10.10 30621.68 309278.98 0.12
Y8 10997.17 9.00 98974.52 890770.69 0.40
Y9 10997.17 9.00 98974.52 890770.69 0.40
Y10 3031.85 10.10 30621.68 309278.98 0.12
Y11 81795.28 13.93 ### ### 4.56
Y12 54543.37 4.50 245445.18 ### 0.98
Y13 98652.23 0.00 0.00 0.00 0.00
Y14 54543.37 4.50 245445.18 ### 0.98
Y15 81795.28 13.93 ### ### 4.56
Y16 6450.98 0.00 0.00 0.00 0.00
∑ ###
∑K.dx^2+∑K.dy^2= ###
RESUMEN CORTANTES POR TORSION EN MUROS RESUMEN CORTANTES FINALES EN CADA MURO
Muros 1º Piso 2º Piso 3º Piso Muros
X1 0.813 0.813 0.813 X1
X2 0.640 0.640 0.640 X2
X3 0.640 0.640 0.640 X3
X4 0.813 0.813 0.813 X4
X5 0.516 0.516 0.516 X5
X6 0.431 0.431 0.431 X6
X7 0.454 0.454 0.454 X7
X8 0.454 0.454 0.454 X8
X9 0.431 0.431 0.431 X9
X10 0.516 0.516 0.516 X10
X11 0.333 0.333 0.333 X11
X12 0.333 0.333 0.333 X12
X13 0.233 0.233 0.233 X13
X14 0.233 0.233 0.233 X14
X15 2.006 2.006 2.006 X15
X16 1.895 1.895 1.895 X16
X17 2.006 2.006 2.006 X17
Y1 1.610 1.610 1.610 Y1
Y2 1.041 1.041 1.041 Y2
Y3 0.520 0.520 0.520 Y3
Y4 0.520 0.520 0.520 Y4
Y5 1.041 1.041 1.041 Y5
Y6 1.610 1.610 1.610 Y6
Y7 0.123 0.123 0.123 Y7
Y8 0.396 0.396 0.396 Y8
Y9 0.396 0.396 0.396 Y9
Y10 0.123 0.123 0.123 Y10
Y11 4.560 4.560 4.560 Y11
Y12 0.983 0.983 0.983 Y12
Y13 0.000 0.000 0.000 Y13
Y14 0.983 0.983 0.983 Y14
Y15 4.560 4.560 4.560 Y15
Y16 0.000 0.000 0.000 Y16
Diseño (La mayor)
Ó
ey exacc eyacc
1.124 1.400 0.600
1.124 1.400 0.600
1.124 1.400 0.600
Exc. De
Diseño
1.724
1.724
1.724
yxacc Le 05.0
yyacc Le 05.0
xaccx ee
yaccy ee
xaccx ee
yaccy ee
CRx XXd CRy YYd
RESUMEN CORTANTES FINALES EN CADA MURO
1º Piso 2º Piso 3º Piso
5.589 4.793 3.201
4.396 3.770 2.518
4.396 3.770 2.518
5.589 4.793 3.201
6.155 5.215 3.335
5.146 4.360 2.788
5.413 4.586 2.933
5.413 4.586 2.933
5.146 4.360 2.788
6.155 5.215 3.335
8.047 6.761 4.190
8.047 6.761 4.190
19.376 16.186 9.804
19.376 16.186 9.804
21.570 18.309 11.788
20.377 17.297 11.136
21.570 18.309 11.788
9.539 8.217 5.574
D T VV V
8.969 7.648 5.005
8.449 7.128 4.485
8.449 7.128 4.485
8.969 7.648 5.005
9.539 8.217 5.574
0.955 0.816 0.539
3.416 2.913 1.906
3.416 2.913 1.906
0.955 0.816 0.539
27.021 23.277 15.791
15.960 13.464 8.471
27.089 22.574 13.545
15.960 13.464 8.471
27.021 23.277 15.791
1.771 1.476 0.886
CARACTERISTICAS DE LOS MATERIALES
f'c = 210 tn/m2
f'm = 950 tn/m2
v'm = 83 tn/m2
Ec= 2173707
Em= 665000 83 30.82 Kg/cm^2
RESISTENCIA AL AGRIETAMIENTO DIAGONAL
para unidades de arcilla
RESUMEN CORTANTES FINALES EN CADA MURO
Muros 1º Piso 2º Piso 3º Piso
X1 5.589 4.793 3.201
X2 4.396 3.770 2.518
X3 4.396 3.770 2.518
X4 5.589 4.793 3.201
X5 6.155 5.215 3.335
X6 5.146 4.360 2.788
X7 5.413 4.586 2.933
X8 5.413 4.586 2.933
X9 5.146 4.360 2.788
X10 6.155 5.215 3.335
X11 8.047 6.761 4.190
X12 8.047 6.761 4.190
X13 19.376 16.186 9.804
X14 19.376 16.186 9.804
X15 21.570 18.309 11.788
X16 20.377 17.297 11.136
X17 21.570 18.309 11.788
Y1 9.539 8.217 5.574
Y2 8.969 7.648 5.005
Y3 8.449 7.128 4.485
Y4 8.449 7.128 4.485
Y5 8.969 7.648 5.005
Y6 9.539 8.217 5.574
Y7 0.955 0.816 0.539
Y8 3.416 2.913 1.906
Y9 3.416 2.913 1.906
Y10 0.955 0.816 0.539
Y11 27.021 23.277 15.791
Y12 15.960 13.464 8.471
Y13 27.089 22.574 13.545
Y14 15.960 13.464 8.471
Y15 27.021 23.277 15.791
Y16 1.771 1.476 0.886
- Para cada muro verificamos que cumpla con el control de fisuracion Ve<0.55 Vm. - Utilizaremos los mismos datos para hallar Vu y Mu que serán necesarios para el diseño:
mf 'mv'
1L . Ve
3
1
Me
PgLtmv *23.0***'*5.0Vm
321
1 e
m
V
VSeveroSismoDeMV uiui ,
D T VV V
Muro X1h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 3.475 0.140 15.29 5.589 13.413 1.000 23.7062 3.475 0.140 10.19 4.793 11.503 1.000 22.5343 3.475 0.140 5.10 3.201 7.683 1.000 21.362
Muro X2h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 3.050 0.140 13.38 4.396 10.550 1.000 20.7992 3.050 0.140 8.92 3.770 9.048 1.000 19.7733 3.050 0.140 4.461 2.518 6.043 1.000 18.747
Muro X3h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 3.050 0.140 13.38 4.396 10.550 1.000 20.7992 3.050 0.140 8.92 3.770 9.048 1.000 19.7733 3.050 0.140 4.461 2.518 6.043 1.000 18.747
Muro X4h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 3.475 0.140 15.29 5.589 13.413 1.000 23.7062 3.475 0.140 10.19 4.793 11.503 1.000 22.5343 3.475 0.140 5.096 3.201 7.683 1.000 21.362
Muro X5h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 3.825 0.140 22.00 6.155 14.772 1.000 27.2832 3.825 0.140 14.67 5.215 12.517 1.000 25.5963 3.825 0.140 7.333 3.335 8.005 1.000 23.910
Muro X6h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 3.450 0.140 19.33 5.146 12.350 1.000 24.4892 3.450 0.140 12.88 4.360 10.464 1.000 23.0083 3.450 0.140 6.442 2.788 6.692 1.000 21.526
Muro X7h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 3.550 0.140 19.35 5.413 12.991 1.000 25.075
1
1
e
meiui VV
VV 1
1
e
meiui VV
MM
321
1 e
m
V
V
2 3.550 0.140 12.90 4.586 11.007 1.000 23.5923 3.550 0.140 6.449 2.933 7.040 1.000 22.109
Muro X8h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 3.550 0.140 19.35 5.413 12.991 1.000 25.0752 3.550 0.140 12.90 4.586 11.007 1.000 23.5923 3.550 0.140 6.449 2.933 7.040 1.000 22.109
Muro X9h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 3.450 0.140 19.33 5.146 12.350 1.000 24.4892 3.450 0.140 12.88 4.360 10.464 1.000 23.0083 3.450 0.140 6.442 2.788 6.692 1.000 21.526
Muro X10h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 3.825 0.140 22.00 6.155 14.772 1.000 27.2832 3.825 0.140 14.67 5.215 12.517 1.000 25.5963 3.825 0.140 7.333 3.335 8.005 1.000 23.910
Muro X11h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 4.650 0.140 21.10 8.047 19.312 1.000 31.8682 4.650 0.140 14.06 6.761 16.227 1.000 30.2513 4.650 0.140 7.032 4.190 10.055 1.000 28.634
Muro X12h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 4.650 0.140 21.10 8.047 19.312 1.000 31.8682 4.650 0.140 14.06 6.761 16.227 1.000 30.2513 4.650 0.140 7.032 4.190 10.055 1.000 28.634
Muro X13h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 9.275 0.140 51.17 19.376 46.503 1.000 65.6582 9.275 0.140 34.12 16.186 38.845 1.000 61.7343 9.275 0.140 17.058 9.804 23.531 1.000 57.811
Muro X14h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 9.275 0.140 51.17 19.376 46.503 1.000 65.6582 9.275 0.140 34.12 16.186 38.845 1.000 61.7343 9.275 0.140 17.058 9.804 23.531 1.000 57.811
Muro X15h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 9.450 0.140 40.36 21.570 51.767 1.000 64.1872 9.450 0.140 26.90 18.309 43.942 1.000 61.0933 9.450 0.140 13.452 11.788 28.291 1.000 57.999
Muro X16h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 9.000 0.140 33.44 20.377 48.905 1.000 59.9812 9.000 0.140 22.29 17.297 41.512 1.000 57.4183 9.000 0.140 11.147 11.136 26.727 1.000 54.854
Muro X17h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 9.450 0.140 40.36 21.570 51.767 1.000 64.1872 9.450 0.140 26.90 18.309 43.942 1.000 61.0933 9.450 0.140 13.452 11.788 28.291 1.000 57.999
Muro Y1
h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 3.575 0.140 13.367 9.539 22.893 1.000 23.8452 3.575 0.140 8.912 8.217 19.722 1.000 22.8203 3.575 0.140 4.456 5.574 13.378 1.000 21.796
Muro Y2
h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 3.575 0.140 20.533 8.969 21.527 1.000 25.4932 3.575 0.140 13.689 7.648 18.355 1.000 23.9193 3.575 0.140 6.844 5.005 12.012 1.000 22.345
Muro Y3
h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 3.575 0.140 13.367 8.449 20.278 1.000 23.8452 3.575 0.140 8.912 7.128 17.106 1.000 22.8203 3.575 0.140 4.456 4.485 10.763 1.000 21.796
Muro Y4
h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 3.575 0.140 13.367 8.449 20.278 1.000 23.8452 3.575 0.140 8.912 7.128 17.106 1.000 22.8203 3.575 0.140 4.456 4.485 10.763 1.000 21.796
Muro Y5
h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 3.575 0.140 20.533 8.969 21.527 1.000 25.4932 3.575 0.140 13.689 7.648 18.355 1.000 23.9193 3.575 0.140 6.844 5.005 12.012 1.000 22.345
Muro Y6
h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 3.575 0.140 12.614 9.539 22.893 1.000 23.6722 3.575 0.140 8.409 8.217 19.722 1.000 22.7053 3.575 0.140 4.205 5.574 13.378 1.000 21.738
Muro Y7
h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 1.300 0.140 6.855 0.955 2.292 0.542 5.6682 1.300 0.140 4.570 0.816 1.959 0.542 5.1423 1.300 0.140 2.285 0.539 1.293 0.542 4.617
Muro Y8
h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 2.200 0.140 11.508 3.416 8.198 0.917 14.3642 2.200 0.140 7.672 2.913 6.991 0.917 13.4813 2.200 0.140 3.836 1.906 4.575 0.917 12.599
Muro Y9
h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 2.200 0.140 11.508 3.416 8.198 0.917 14.3642 2.200 0.140 7.672 2.913 6.991 0.917 13.4813 2.200 0.140 3.836 1.906 4.575 0.917 12.599
Muro Y10
h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 1.300 0.140 7.609 0.955 2.292 0.542 5.8412 1.300 0.140 5.072 0.816 1.959 0.542 5.2583 1.300 0.140 2.536 0.539 1.293 0.542 4.675
Muro Y11
h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 7.250 0.140 29.607 27.021 64.850 1.000 48.9322 7.250 0.140 19.738 23.277 55.866 1.000 46.6623 7.250 0.140 9.869 15.791 37.897 1.000 44.392
Muro Y12
h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 5.350 0.140 42.117 15.960 38.304 1.000 40.7702 5.350 0.140 28.078 13.464 32.313 1.000 37.5413 5.350 0.140 14.039 8.471 20.331 1.000 34.312
Muro Y13
h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 8.450 0.140 78.921 27.089 65.014 1.000 67.2462 8.450 0.140 52.614 22.574 54.178 1.000 61.1963 8.450 0.140 26.307 13.545 32.507 1.000 55.145
Muro Y14
h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 5.350 0.140 42.117 15.960 38.304 1.000 40.7702 5.350 0.140 28.078 13.464 32.313 1.000 37.5413 5.350 0.140 14.039 8.471 20.331 1.000 34.312
Muro Y15
h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 7.250 0.140 29.607 27.021 64.850 1.000 48.9322 7.250 0.140 19.738 23.277 55.866 1.000 46.6623 7.250 0.140 9.869 15.791 37.897 1.000 44.392
Muro Y16
h Piso = 2.40 m. altura de entrepiso
Piso L(m) t(m) Pg Ve Me α Vm
1 1.750 0.140 4.057 1.771 4.251 0.729 8.3472 1.750 0.140 2.705 1.476 3.543 0.729 8.0363 1.750 0.140 1.352 0.886 2.126 0.729 7.725
VERIFICACION DE LA RESISTENCIA AL CORTE PARA CADA ENTRE PISO:
Piso Verificacion en X Verificacion en Y
1 626.111 441.430 318.03 Ok! Resistencia al Corte Ok! Resistencia al Corte2 592.579 414.007 265.02 Ok! Resistencia al Corte Ok! Resistencia al Corte
3 559.047 386.584 159.01 Ok! Resistencia al Corte Ok! Resistencia al Corte
Eimi VV
XVmi YVmi EiV
- Para cada muro verificamos que cumpla con el control de fisuracion Ve<0.55 Vm. - Utilizaremos los mismos datos para hallar Vu y Mu que serán necesarios para el diseño:
Vm1/Ve1= 3.00Vu Mu
OK! Control de Fisuración 16.767 40.240OK! Control de Fisuración 14.379 34.510OK! Control de Fisuración 9.604 23.049
Vm1/Ve1= 3.00Vu Mu
OK! Control de Fisuración 13.188 31.651OK! Control de Fisuración 11.310 27.143OK! Control de Fisuración 7.554 18.129
Vm1/Ve1= 3.00Vu Mu
OK! Control de Fisuración 13.188 31.651OK! Control de Fisuración 11.310 27.143OK! Control de Fisuración 7.554 18.129
Vm1/Ve1= 3.00Vu Mu
OK! Control de Fisuración 16.767 40.240OK! Control de Fisuración 14.379 34.510OK! Control de Fisuración 9.604 23.049
Vm1/Ve1= 3.00Vu Mu
OK! Control de Fisuración 18.465 44.317OK! Control de Fisuración 15.646 37.550OK! Control de Fisuración 10.006 24.015
Vm1/Ve1= 3.00Vu Mu
OK! Control de Fisuración 15.437 37.049OK! Control de Fisuración 13.080 31.392OK! Control de Fisuración 8.365 20.077
Vm1/Ve1= 3.00Vu Mu
OK! Control de Fisuración 16.238 38.972
me VV 55.0
me VV 55.0
me VV 55.0
me VV 55.0
me VV 55.0
me VV 55.0
me VV 55.0
me VV 55.0
me VV 55.0
OK! Control de Fisuración 13.759 33.021OK! Control de Fisuración 8.800 21.119
Vm1/Ve1= 3.00Vu Mu
OK! Control de Fisuración 16.238 38.972OK! Control de Fisuración 13.759 33.021OK! Control de Fisuración 8.800 21.119
Vm1/Ve1= 3.00Vu Mu
OK! Control de Fisuración 15.437 37.049OK! Control de Fisuración 13.080 31.392OK! Control de Fisuración 8.365 20.077
Vm1/Ve1= 3.00Vu Mu
OK! Control de Fisuración 18.465 44.317OK! Control de Fisuración 15.646 37.550OK! Control de Fisuración 10.006 24.015
Vm1/Ve1= 3.00Vu Mu
OK! Control de Fisuración 24.141 57.937OK! Control de Fisuración 20.283 48.680OK! Control de Fisuración 12.569 30.166
Vm1/Ve1= 3.00Vu Mu
OK! Control de Fisuración 24.141 57.937OK! Control de Fisuración 20.283 48.680OK! Control de Fisuración 12.569 30.166
Vm1/Ve1= 3.00Vu Mu
OK! Control de Fisuración 58.129 139.509OK! Control de Fisuración 48.557 116.536OK! Control de Fisuración 29.413 70.592
Vm1/Ve1= 3.00Vu Mu
OK! Control de Fisuración 58.129 139.509OK! Control de Fisuración 48.557 116.536OK! Control de Fisuración 29.413 70.592
me VV 55.0
me VV 55.0
me VV 55.0
me VV 55.0
me VV 55.0
me VV 55.0
me VV 55.0
me VV 55.0
me VV 55.0
Vm1/Ve1= 2.98Vu Mu
OK! Control de Fisuración 64.187 154.048OK! Control de Fisuración 54.484 130.761OK! Control de Fisuración 35.078 84.188
Vm1/Ve1= 2.94Vu Mu
OK! Control de Fisuración 59.981 143.955OK! Control de Fisuración 50.914 122.194OK! Control de Fisuración 32.780 78.672
Vm1/Ve1= 2.98Vu Mu
OK! Control de Fisuración 64.187 154.048OK! Control de Fisuración 54.484 130.761OK! Control de Fisuración 35.078 84.188
Vm1/Ve1= 2.50Vu Mu
OK! Control de Fisuración 23.845 57.229OK! Control de Fisuración 20.542 49.300OK! Control de Fisuración 13.935 33.444
Vm1/Ve1= 2.84Vu Mu
OK! Control de Fisuración 22.422 53.812OK! Control de Fisuración 19.118 45.884OK! Control de Fisuración 12.511 30.028
Vm1/Ve1= 2.82Vu Mu
OK! Control de Fisuración 21.121 50.691OK! Control de Fisuración 17.818 42.763OK! Control de Fisuración 11.211 26.906
Vm1/Ve1= 2.82Vu Mu
OK! Control de Fisuración 21.121 50.691OK! Control de Fisuración 17.818 42.763OK! Control de Fisuración 11.211 26.906
me VV 55.0
me VV 55.0
me VV 55.0
me VV 55.0
me VV 55.0 me VV 55.0
me VV 55.0 me VV 55.0
me VV 55.0 me VV 55.0
me VV 55.0
me VV 55.0
me VV 55.0 me VV 55.0
me VV 55.0 me VV 55.0
Vm1/Ve1= 2.84Vu Mu
OK! Control de Fisuración 22.422 53.812OK! Control de Fisuración 19.118 45.884OK! Control de Fisuración 12.511 30.028
Vm1/Ve1= 2.48Vu Mu
OK! Control de Fisuración 23.845 57.229OK! Control de Fisuración 20.542 49.300OK! Control de Fisuración 13.935 33.444
Vm1/Ve1= 3.00Vu Mu
OK! Control de Fisuración 2.388 5.730OK! Control de Fisuración 2.041 4.898OK! Control de Fisuración 1.347 3.233
Vm1/Ve1= 3.00Vu Mu
OK! Control de Fisuración 8.539 20.494OK! Control de Fisuración 7.281 17.475OK! Control de Fisuración 4.765 11.436
Vm1/Ve1= 3.00Vu Mu
OK! Control de Fisuración 8.539 20.494OK! Control de Fisuración 7.281 17.475OK! Control de Fisuración 4.765 11.436
Vm1/Ve1= 3.00Vu Mu
OK! Control de Fisuración 2.388 5.730OK! Control de Fisuración 2.041 4.898OK! Control de Fisuración 1.347 3.233
Vm1/Ve1= 2.00Vu Mu
MAL! Control de Fisuració 67.547 162.112 0.4 % Variación menor al 5%OK! Control de Fisuración 58.189 139.653OK! Control de Fisuración 39.473 94.736
Vm1/Ve1= 2.55
me VV 55.0
me VV 55.0
me VV 55.0
me VV 55.0
me VV 55.0 me VV 55.0 me VV 55.0
me VV 55.0 me VV 55.0
me VV 55.0 me VV 55.0
me VV 55.0 me VV 55.0
me VV 55.0 me VV 55.0
me VV 55.0 me VV 55.0
me VV 55.0 me VV 55.0
Vu Mu
OK! Control de Fisuración 39.897 95.752OK! Control de Fisuración 33.657 80.776OK! Control de Fisuración 21.177 50.824
Vm1/Ve1= 2.48Vu Mu
OK! Control de Fisuración 67.718 162.522OK! Control de Fisuración 56.431 135.435OK! Control de Fisuración 33.859 81.261
Vm1/Ve1= 2.55Vu Mu
OK! Control de Fisuración 39.897 95.752OK! Control de Fisuración 33.657 80.776OK! Control de Fisuración 21.177 50.824
Vm1/Ve1= 2.00Vu Mu
MAL! Control de Fisuració 67.547 162.112 0.4 % (Variación menor al 5%)OK! Control de Fisuración 58.189 139.653OK! Control de Fisuración 39.473 94.736
Vm1/Ve1= 3.00Vu Mu
OK! Control de Fisuración 4.428 10.628OK! Control de Fisuración 3.690 8.856OK! Control de Fisuración 2.214 5.314
Verificacion en Y
Ok! Resistencia al CorteOk! Resistencia al CorteOk! Resistencia al Corte
me VV 55.0
me VV 55.0
me VV 55.0
me VV 55.0
me VV 55.0 me VV 55.0
me VV 55.0 me VV 55.0
me VV 55.0 me VV 55.0
me VV 55.0 me VV 55.0
me VV 55.0 me VV 55.0
FUERZAS INTERNAS PARA EL DISEÑO DE LOS MUROS
Calculadas anteriormente
Peso aligerado tipico =Peso aligerado azotea =
Peso losa macisa =Albañileria =
fm = 1000.000.05*fm = 50.00
1er. Piso 1. Verificacion de necesidad de colocar refuerzo
Muros L(m) t(m) Vu Mu Vm
X1 3.475 0.140 16.767 40.240 23.706 No Necesita As 4.930X2 3.050 0.140 13.188 31.651 20.799 No Necesita As 4.230X3 3.050 0.140 13.188 31.651 20.799 No Necesita As 4.230X4 3.475 0.140 16.767 40.240 23.706 No Necesita As 4.930X5 3.825 0.140 18.465 44.317 27.283 No Necesita As 9.420X6 3.450 0.140 15.437 37.049 24.489 No Necesita As 8.620X7 3.550 0.140 16.238 38.972 25.075 No Necesita As 8.460X8 3.550 0.140 16.238 38.972 25.075 No Necesita As 8.460X9 3.450 0.140 15.437 37.049 24.489 No Necesita As 8.620
X10 3.825 0.140 18.465 44.317 27.283 No Necesita As 4.930X11 4.650 0.140 24.141 57.937 31.868 No Necesita As 4.930X12 4.650 0.140 24.141 57.937 31.868 No Necesita As 4.930X13 9.275 0.140 58.129 139.509 65.658 No Necesita As 4.930X14 9.275 0.140 58.129 139.509 65.658 No Necesita As 4.930X15 9.450 0.140 64.187 154.048 64.187 Ref. de 0.1 % 4.930
Ancho tributario
En este acápite diseñaremos todos los elementos de Albañilería Confinada, los elementos placas de C°. A° seran diseñados posteriormente.
1
1
e
meiui VV
VV 1
1
e
meiui V
VMM
Para esta parte del diseño tendremos que hacer las siguientes verificaciones:1. Verificación de la necesidad de colocar refuerzo horizontal en los muros, sino se cumplen estas dos condiciones tenemos que colocar refuerzo horizontal
2. Verificación del agrietamiento diagonal en los entre pisos superiores, de no cumpkirse diseñaremos los confinamientos con Vmi i>1
321
1 e
m
V
V
SeveroSismoDeMV uiui ,
mu VV
mu VV
mm
m ftL
P05.0
uimi VV
X16 9.000 0.140 59.981 143.955 59.981 Ref. de 0.1 % 4.930X17 9.450 0.140 64.187 154.048 64.187 Ref. de 0.1 % 4.930Y1 3.575 0.140 23.845 57.229 23.845 Ref. de 0.1 % 2.680Y2 3.575 0.140 22.422 53.812 25.493 No Necesita As 7.120Y3 3.575 0.140 21.121 50.691 23.845 No Necesita As 2.680Y4 3.575 0.140 21.121 50.691 23.845 No Necesita As 2.680Y5 3.575 0.140 22.422 53.812 25.493 No Necesita As 7.120Y6 3.575 0.140 23.845 57.229 23.672 Ref. de 0.1 % 2.680Y7 1.300 0.140 2.388 5.730 5.668 No Necesita As 2.380Y8 2.200 0.140 8.539 20.494 14.364 No Necesita As 3.970Y9 2.200 0.140 8.539 20.494 14.364 No Necesita As 3.970
Y10 1.300 0.140 2.388 5.730 5.841 No Necesita As 2.380Y11 7.250 0.140 67.547 162.112 48.932 Ref. de 0.1 % 7.930Y12 5.350 0.140 39.897 95.752 40.770 No Necesita As 18.410Y13 8.450 0.140 67.718 162.522 67.246 Ref. de 0.1 % 36.760Y14 5.350 0.140 39.897 95.752 40.770 No Necesita As 18.410Y15 7.250 0.140 67.547 162.112 48.932 Ref. de 0.1 % 7.930Y16 1.750 0.140 4.428 10.628 8.347 No Necesita As 0.000
2do. Piso
Muros L(m) t(m) Vu Mu Vm
X1 3.475 0.140 14.379 34.510 22.534 No Necesita As 4.930X2 3.050 0.140 11.310 27.143 19.773 No Necesita As 4.230X3 3.050 0.140 11.310 27.143 19.773 No Necesita As 4.230X4 3.475 0.140 14.379 34.510 22.534 No Necesita As 4.930X5 3.825 0.140 15.646 37.550 25.596 No Necesita As 9.420X6 3.450 0.140 13.080 31.392 23.008 No Necesita As 8.620X7 3.550 0.140 13.759 33.021 23.592 No Necesita As 8.460X8 3.550 0.140 13.759 33.021 23.592 No Necesita As 8.460X9 3.450 0.140 13.080 31.392 23.008 No Necesita As 8.620
X10 3.825 0.140 15.646 37.550 25.596 No Necesita As 9.420X11 4.650 0.140 20.283 48.680 30.251 No Necesita As 7.850X12 4.650 0.140 20.283 48.680 30.251 No Necesita As 7.850X13 9.275 0.140 48.557 116.536 61.734 No Necesita As 22.580X14 9.275 0.140 48.557 116.536 61.734 No Necesita As 22.580X15 9.450 0.140 54.484 130.761 61.093 No Necesita As 14.040X16 9.000 0.140 50.914 122.194 57.418 No Necesita As 9.570X17 9.450 0.140 54.484 130.761 61.093 No Necesita As 14.040Y1 3.575 0.140 20.542 49.300 22.820 No Necesita As 2.680Y2 3.575 0.140 19.118 45.884 23.919 No Necesita As 7.120Y3 3.575 0.140 17.818 42.763 22.820 No Necesita As 2.680Y4 3.575 0.140 17.818 42.763 22.820 No Necesita As 2.680
Ancho tributario
- En este chequeo podemos observar que NO todos los muros necesitan Refuerzo de 0.1%, y la norma especifica que para edificaciones de mas de tres pisos, como en nuestro caso, se debe colocar una acero de refuerzo de 0.1%.
mu VV
Y5 3.575 0.140 19.118 45.884 23.919 No Necesita As 7.120Y6 3.575 0.140 20.542 49.300 22.705 No Necesita As 2.680Y7 1.300 0.140 2.041 4.898 5.142 No Necesita As 2.380Y8 2.200 0.140 7.281 17.475 13.481 No Necesita As 3.970Y9 2.200 0.140 7.281 17.475 13.481 No Necesita As 3.970
Y10 1.300 0.140 2.041 4.898 5.258 No Necesita As 2.380Y11 7.250 0.140 58.189 139.653 46.662 Ref. de 0.1 % 7.930Y12 5.350 0.140 33.657 80.776 37.541 No Necesita As 18.410Y13 8.450 0.140 56.431 135.435 61.196 No Necesita As 36.760Y14 5.350 0.140 33.657 80.776 37.541 No Necesita As 18.410Y15 7.250 0.140 58.189 139.653 46.662 Ref. de 0.1 % 7.930Y16 1.750 0.140 3.690 8.856 8.036 No Necesita As 0.000
3er. Piso
Muros L(m) t(m) Vu Mu Vm
X1 3.575 0.140 9.604 23.049 21.362 No Necesita As 4.930X2 3.050 0.140 7.554 18.129 18.747 No Necesita As 4.230X3 3.050 0.140 7.554 18.129 18.747 No Necesita As 4.230X4 3.475 0.140 9.604 23.049 21.362 No Necesita As 4.930X5 3.825 0.140 10.006 24.015 23.910 No Necesita As 9.420X6 3.450 0.140 8.365 20.077 21.526 No Necesita As 8.620X7 3.550 0.140 8.800 21.119 22.109 No Necesita As 8.460X8 3.550 0.140 8.800 21.119 22.109 No Necesita As 8.460X9 3.450 0.140 8.365 20.077 21.526 No Necesita As 8.620
X10 3.825 0.140 10.006 24.015 23.910 No Necesita As 9.420X11 4.650 0.140 12.569 30.166 28.634 No Necesita As 7.850X12 4.650 0.140 12.569 30.166 28.634 No Necesita As 7.850X13 9.275 0.140 29.413 70.592 57.811 No Necesita As 22.580X14 9.275 0.140 29.413 70.592 57.811 No Necesita As 22.580X15 9.450 0.140 35.078 84.188 57.999 No Necesita As 14.040X16 9.000 0.140 32.780 78.672 54.854 No Necesita As 9.570X17 9.450 0.140 35.078 84.188 57.999 No Necesita As 14.040Y1 3.575 0.140 13.935 33.444 21.796 No Necesita As 2.680Y2 3.575 0.140 12.511 30.028 22.345 No Necesita As 7.120Y3 3.575 0.140 11.211 26.906 21.796 No Necesita As 2.680Y4 3.575 0.140 11.211 26.906 21.796 No Necesita As 2.680Y5 3.575 0.140 12.511 30.028 22.345 No Necesita As 7.120Y6 3.575 0.140 13.935 33.444 21.738 No Necesita As 2.680Y7 1.300 0.140 1.347 3.233 4.617 No Necesita As 2.380Y8 2.200 0.140 4.765 11.436 12.599 No Necesita As 3.970Y9 2.200 0.140 4.765 11.436 12.599 No Necesita As 3.970
Y10 1.300 0.140 1.347 3.233 4.675 No Necesita As 2.380Y11 7.250 0.140 39.473 94.736 44.392 No Necesita As 7.930Y12 5.350 0.140 21.177 50.824 34.312 No Necesita As 18.410Y13 8.450 0.140 33.859 81.261 55.145 No Necesita As 36.760Y14 5.350 0.140 21.177 50.824 34.312 No Necesita As 18.410
Ancho tributariomu VV
Y15 7.250 0.140 39.473 94.736 44.392 No Necesita As 7.930Y16 1.750 0.140 2.214 5.314 7.725 No Necesita As 0.000
Peso aligerado tipico = 0.500 CM+CVPeso aligerado azotea = 0.400 CM+CV
Peso losa macisa = 0.680 CM+CVAlbañileria = 1.800
ton/m2ton/m2
1. Verificacion de necesidad de colocar refuerzo
Pm
21.828 44.868 No Necesita As17.513 41.014 No Necesita As17.513 41.014 No Necesita As22.386 46.014 No Necesita As41.815 78.086 Ref. 0.1% 34.955 72.371 Ref. 0.1% 35.401 71.229 Ref. 0.1% 35.401 71.229 Ref. 0.1% 34.955 72.371 Ref. 0.1% 19.776 36.929 No Necesita As30.245 46.459 No Necesita As22.308 34.268 No Necesita As36.506 28.114 No Necesita As44.443 34.226 No Necesita As37.043 28.000 No Necesita As
Tn/m2
Tn/m2
Tn/m2
Tn/m3
σm
En este acápite diseñaremos todos los elementos de Albañilería Confinada, los elementos placas de C°. A° seran diseñados posteriormente.
Para esta parte del diseño tendremos que hacer las siguientes verificaciones:1. Verificación de la necesidad de colocar refuerzo horizontal en los muros, sino se cumplen estas dos condiciones tenemos que colocar refuerzo horizontal
2. Verificación del agrietamiento diagonal en los entre pisos superiores, de no cumpkirse diseñaremos los confinamientos con Vmi i>1
mm f 05.0
30.355 24.091 No Necesita As35.372 26.737 No Necesita As13.316 26.604 No Necesita As14.889 29.749 No Necesita As
6.953 13.891 No Necesita As6.953 13.891 No Necesita As
14.889 29.749 No Necesita As#VALUE! #VALUE! #VALUE!
13.801 75.828 Ref. 0.1% 14.915 48.426 No Necesita As14.915 48.426 No Necesita As14.052 77.207 Ref. 0.1% 54.617 53.810 Ref. 0.1% 70.482 94.101 Ref. 0.1%
178.659 151.022 Ref. 0.1% 70.719 94.419 Ref. 0.1% 51.130 50.375 Ref. 0.1% 22.544 92.017 Ref. 0.1%
Pm
11.161 22.941 No Necesita As Soporta Agr. diagonal9.218 21.587 No Necesita As Soporta Agr. diagonal9.218 21.587 No Necesita As Soporta Agr. diagonal
11.718 24.087 No Necesita As Soporta Agr. diagonal21.486 40.123 No Necesita As Soporta Agr. diagonal17.999 37.266 No Necesita As Soporta Agr. diagonal18.237 36.694 No Necesita As Soporta Agr. diagonal18.237 36.694 No Necesita As Soporta Agr. diagonal17.999 37.266 No Necesita As Soporta Agr. diagonal21.486 40.123 No Necesita As Soporta Agr. diagonal22.470 34.516 No Necesita As Soporta Agr. diagonal22.470 34.516 No Necesita As Soporta Agr. diagonal
113.129 87.123 Ref. 0.1% Soporta Agr. diagonal113.129 87.123 Ref. 0.1% Soporta Agr. diagonal
74.912 56.623 Ref. 0.1% Soporta Agr. diagonal51.230 40.659 No Necesita As Soporta Agr. diagonal74.912 56.623 Ref. 0.1% Soporta Agr. diagonal
8.034 16.051 No Necesita As Soporta Agr. diagonal15.970 31.909 No Necesita As Soporta Agr. diagonal
8.034 16.051 No Necesita As Soporta Agr. diagonal8.034 16.051 No Necesita As Soporta Agr. diagonal
σm
- En este chequeo podemos observar que NO todos los muros necesitan Refuerzo de 0.1%, y la norma especifica que para edificaciones de mas de tres pisos, como en nuestro caso, se debe colocar una acero de refuerzo de 0.1%.
mm f 05.0 uimi VV
15.970 31.909 No Necesita As Soporta Agr. diagonal8.034 16.051 No Necesita As Soporta Agr. diagonal2.726 14.980 No Necesita As Soporta Agr. diagonal6.363 20.659 No Necesita As Soporta Agr. diagonal6.363 20.659 No Necesita As Soporta Agr. diagonal2.726 14.980 No Necesita As Soporta Agr. diagonal
35.323 34.801 No Necesita As No soporta Agr. Diagonal54.100 72.230 Ref. 0.1% Soporta Agr. diagonal
162.977 137.766 Ref. 0.1% Soporta Agr. diagonal54.100 72.230 Ref. 0.1% Soporta Agr. diagonal35.323 34.801 No Necesita As No soporta Agr. Diagonal
1.588 6.480 No Necesita As Soporta Agr. diagonal
Pm
11.468 22.912 No Necesita As Soporta Agr. diagonal9.218 21.587 No Necesita As Soporta Agr. diagonal9.218 21.587 No Necesita As Soporta Agr. diagonal
11.718 24.087 No Necesita As Soporta Agr. diagonal21.486 40.123 No Necesita As Soporta Agr. diagonal17.999 37.266 No Necesita As Soporta Agr. diagonal18.237 36.694 No Necesita As Soporta Agr. diagonal18.237 36.694 No Necesita As Soporta Agr. diagonal17.999 37.266 No Necesita As Soporta Agr. diagonal21.486 40.123 No Necesita As Soporta Agr. diagonal22.470 34.516 No Necesita As Soporta Agr. diagonal22.470 34.516 No Necesita As Soporta Agr. diagonal
113.129 87.123 Ref. 0.1% Soporta Agr. diagonal113.129 87.123 Ref. 0.1% Soporta Agr. diagonal
74.912 56.623 Ref. 0.1% Soporta Agr. diagonal51.230 40.659 No Necesita As Soporta Agr. diagonal74.912 56.623 Ref. 0.1% Soporta Agr. diagonal
8.034 16.051 No Necesita As Soporta Agr. diagonal15.970 31.909 No Necesita As Soporta Agr. diagonal
8.034 16.051 No Necesita As Soporta Agr. diagonal8.034 16.051 No Necesita As Soporta Agr. diagonal
15.970 31.909 No Necesita As Soporta Agr. diagonal8.034 16.051 No Necesita As Soporta Agr. diagonal2.726 14.980 No Necesita As Soporta Agr. diagonal6.363 20.659 No Necesita As Soporta Agr. diagonal6.363 20.659 No Necesita As Soporta Agr. diagonal2.726 14.980 No Necesita As Soporta Agr. diagonal
35.323 34.801 No Necesita As Soporta Agr. diagonal54.100 72.230 Ref. 0.1% Soporta Agr. diagonal
162.977 137.766 Ref. 0.1% Soporta Agr. diagonal54.100 72.230 Ref. 0.1% Soporta Agr. diagonal
σm mm f 05.0 uimi VV
35.323 34.801 No Necesita As Soporta Agr. diagonal1.588 6.480 No Necesita As Soporta Agr. diagonal
f'm = 950.00 tn/m2
VERIFICACION DE LA COMPRESION POR FLEXION EN LOS BORDES LIBRES
1er. PisoL (m) t PU =1.25*Pm MU Y=L/2 I σu
X1 3.475 0.14 384.54 40.24 1.74 0.49 933.23X2 3.05 0.14 379.29 31.65 1.53 0.33 1034.09X3 3.05 0.14 379.29 31.65 1.53 0.33 1034.09X4 3.475 0.14 385.55 40.24 1.74 0.49 935.30X5 3.825 0.14 409.96 44.32 1.91 0.65 895.39X6 3.45 0.14 401.25 37.05 1.73 0.48 964.14X7 3.55 0.14 401.84 38.97 1.78 0.52 941.07X8 3.55 0.14 401.84 38.97 1.78 0.52 941.07X9 3.45 0.14 45.00 37.05 1.73 0.48 226.57X10 3.825 0.14 53.71 44.32 1.91 0.65 230.12X11 4.65 0.14 56.17 57.94 2.33 1.17 201.13X12 4.65 0.14 56.17 57.94 2.33 1.17 201.13X13 9.275 0.14 328.46 139.51 4.64 9.31 322.45X14 9.275 0.14 639.07 139.51 4.64 9.31 561.66X15 9.45 0.14 543.53 154.05 4.73 9.85 484.76X16 9 0.14 484.32 143.96 4.50 8.51 460.55X17 9.45 0.14 543.53 154.05 4.73 9.85 484.76Y1 3.575 0.14 376.33 57.23 1.79 0.53 943.82Y2 3.575 0.14 396.18 53.81 1.79 0.53 972.01Y3 3.575 0.14 376.33 50.69 1.79 0.53 921.90Y4 3.575 0.14 376.33 50.69 1.79 0.53 921.90Y5 3.575 0.14 396.18 53.81 1.79 0.53 972.01Y6 3.575 0.14 376.33 57.23 1.79 0.53 943.82Y7 1.3 0.14 363.07 5.73 0.65 0.03 2140.18Y8 2.2 0.14 372.16 20.49 1.10 0.12 1389.78Y9 2.2 0.14 372.16 20.49 1.10 0.12 1389.78Y10 1.3 0.14 363.07 5.73 0.65 0.03 2140.18Y11 7.25 0.14 444.56 162.11 3.63 4.45 570.17Y12 5.35 0.14 491.50 95.75 2.68 1.79 799.58Y13 8.45 0.14 763.69 162.52 4.23 7.04 743.10Y14 5.35 0.14 491.50 95.75 2.68 1.79 799.58Y15 7.25 0.14 444.56 162.11 3.63 4.45 570.17Y16 1.75 0.14 360.22 10.63 0.88 0.06 1619.00
2do. PisoL (m) t PU MU Y=L/2 I σu
X1 3.475 0.14 28.29 34.51 1.74 0.49 180.62X2 3.05 0.14 23.04 27.14 1.53 0.33 179.02
X3 3.05 0.14 23.04 27.14 1.53 0.33 179.02X4 3.475 0.14 29.30 34.51 1.74 0.49 182.69X5 3.825 0.14 53.71 37.55 1.91 0.65 210.30X6 3.45 0.14 45.00 31.39 1.73 0.48 206.20X7 3.55 0.14 45.59 33.02 1.78 0.52 204.03X8 3.55 0.14 45.59 33.02 1.78 0.52 204.03X9 3.45 0.14 45.00 31.39 1.73 0.48 206.20X10 3.825 0.14 53.71 37.55 1.91 0.65 210.30X11 4.65 0.14 56.17 48.68 2.33 1.17 182.78X12 4.65 0.14 56.17 48.68 2.33 1.17 182.78X13 9.275 0.14 282.82 116.54 4.64 9.31 275.86X14 9.275 0.14 282.82 116.54 4.64 9.31 275.86X15 9.45 0.14 187.28 130.76 4.73 9.85 204.31X16 9 0.14 128.07 122.19 4.50 8.51 166.30X17 9.45 0.14 187.28 130.76 4.73 9.85 204.31Y1 3.575 0.14 20.08 49.30 1.79 0.53 205.45Y2 3.575 0.14 39.93 45.88 1.79 0.53 233.63Y3 3.575 0.14 20.08 42.76 1.79 0.53 183.52Y4 3.575 0.14 20.08 42.76 1.79 0.53 183.52Y5 3.575 0.14 39.93 45.88 1.79 0.53 233.63Y6 3.575 0.14 20.08 49.30 1.79 0.53 205.45Y7 1.3 0.14 6.82 4.90 0.65 0.03 161.66Y8 2.2 0.14 15.91 17.47 1.10 0.12 206.38Y9 2.2 0.14 15.91 17.47 1.10 0.12 206.38Y10 1.3 0.14 6.82 4.90 0.65 0.03 161.66Y11 7.25 0.14 88.31 139.65 3.63 4.45 200.87Y12 5.35 0.14 135.25 80.78 2.68 1.79 301.52Y13 8.45 0.14 407.44 135.44 4.23 7.04 425.70Y14 5.35 0.14 135.25 80.78 2.68 1.79 301.52Y15 7.25 0.14 88.31 139.65 3.63 4.45 200.87Y16 1.75 0.14 3.97 8.86 0.88 0.06 140.14
3er. PisoL (m) t PU MU Y=L/2 I σu
X1 3.575 0.14 14.33 23.05 1.79 0.53 105.93X2 3.05 0.14 11.52 18.13 1.53 0.33 110.50X3 3.05 0.14 11.52 18.13 1.53 0.33 110.50X4 3.475 0.14 14.65 23.05 1.74 0.49 111.91X5 3.825 0.14 26.86 24.02 1.91 0.65 120.50X6 3.45 0.14 22.50 20.08 1.73 0.48 118.87X7 3.55 0.14 22.80 21.12 1.78 0.52 117.69X8 3.55 0.14 22.80 21.12 1.78 0.52 117.69X9 3.45 0.14 22.50 20.08 1.73 0.48 118.87X10 3.825 0.14 26.86 24.02 1.91 0.65 120.50X11 4.65 0.14 28.09 30.17 2.33 1.17 102.94X12 4.65 0.14 28.09 30.17 2.33 1.17 102.94
X13 9.275 0.14 141.41 70.59 4.64 9.31 144.07X14 9.275 0.14 141.41 70.59 4.64 9.31 144.07X15 9.45 0.14 93.64 84.19 4.73 9.85 111.18X16 9 0.14 64.04 78.67 4.50 8.51 92.45X17 9.45 0.14 93.64 84.19 4.73 9.85 111.18Y1 3.575 0.14 10.04 33.44 1.79 0.53 132.21Y2 3.575 0.14 19.96 30.03 1.79 0.53 140.58Y3 3.575 0.14 10.04 26.91 1.79 0.53 110.29Y4 3.575 0.14 10.04 26.91 1.79 0.53 110.29Y5 3.575 0.14 19.96 30.03 1.79 0.53 140.58Y6 3.575 0.14 10.04 33.44 1.79 0.53 132.21Y7 1.3 0.14 3.41 3.23 0.65 0.03 100.71Y8 2.2 0.14 7.95 11.44 1.10 0.12 127.09Y9 2.2 0.14 7.95 11.44 1.10 0.12 127.09Y10 1.3 0.14 3.41 3.23 0.65 0.03 100.71Y11 7.25 0.14 44.15 94.74 3.63 4.45 120.75Y12 5.35 0.14 67.63 50.82 2.68 1.79 166.39Y13 8.45 0.14 203.72 81.26 4.23 7.04 220.98Y14 5.35 0.14 67.63 50.82 2.68 1.79 166.39Y15 7.25 0.14 44.15 94.74 3.63 4.45 120.75Y16 1.75 0.14 1.98 5.31 0.88 0.06 82.46
0.3*f´m285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
0.3*f´m285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 CONFINAR BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
0.3*f´m285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
285.00 NO NECESITA CONFINAMIENTO EN BORDE
f'C = 175 kg/cm2f'm = 1000 tn/m2fy 4200 kg/cm2H= 2.4 mArea solera 0.04 m
1er. PisoL t Pg Pu Po PU
X1 3.475 0.14 70 15.29 13.759 48.65 384.535X2 3.05 0.14 78 13.38 12.045 42.7 379.294X3 3.05 0.14 86 13.38 12.045 42.7 379.294X4 3.475 0.14 94 15.29 13.759 48.65 385.546X5 3.825 0.14 102 22.00 19.799 53.55 409.964X6 3.45 0.14 110 19.33 17.393 48.3 401.248X7 3.55 0.14 118 19.35 17.412 49.7 401.843X8 3.55 0.14 126 19.35 17.412 49.7 401.843X9 3.45 0.14 134 19.33 17.393 48.3 44.998X10 3.825 0.14 142 22.00 19.799 53.55 53.714X11 4.65 0.14 150 21.10 18.986 65.1 56.174X12 4.65 0.14 158 21.10 18.986 65.1 56.174X13 9.275 0.14 166 51.17 46.056 129.85 328.455X14 9.275 0.14 174 51.17 46.056 129.85 639.073X15 9.45 0.14 182 40.36 36.322 132.3 543.530X16 9 0.14 190 33.44 30.097 126 484.325X17 9.45 0.14 198 40.36 36.322 132.3 543.530Y1 3.575 0.14 206 13.37 12.031 50.05 376.334Y2 3.575 0.14 214 20.53 18.480 50.05 396.176Y6 3.575 0.14 246 12.61 11.352 50.05 376.334Y7 1.3 0.14 254 6.86 6.170 18.2 363.066Y8 2.2 0.14 262 11.51 10.357 30.8 372.157Y9 2.2 0.14 270 11.51 10.357 30.8 372.157Y10 1.3 0.14 278 7.61 6.848 18.2 363.066Y11 7.25 0.14 286 29.61 26.647 101.5 444.559Y12 5.35 0.14 294 42.12 37.905 74.9 491.501Y13 8.45 0.14 302 78.92 71.029 118.3 763.692Y14 5.35 0.14 310 42.12 37.905 74.9 491.501Y15 7.25 0.14 318 29.61 26.647 101.5 444.559Y16 1.75 0.14 326 4.06 3.651 24.5 360.219
2do. Piso
ELEMENTO L (m) t Pg Pu Po PU
X1 3.48 0.14 71.00 10.19 9.17 48.65 28.29
X2 3.05 0.14 79.00 8.92 8.03 42.70 23.04X3 3.05 0.14 87.00 8.92 8.03 42.70 23.04X4 3.48 0.14 95.00 10.19 9.17 48.65 29.30X6 3.45 0.14 111.00 12.88 11.60 48.30 45.00X7 3.55 0.14 119.00 12.90 11.61 49.70 45.59X8 3.55 0.14 127.00 12.90 11.61 49.70 45.59X9 3.45 0.14 135.00 12.88 11.60 48.30 45.00X10 3.83 0.14 143.00 14.67 13.20 53.55 53.71X11 4.65 0.14 151.00 14.06 12.66 65.10 56.17X12 4.65 0.14 159.00 14.06 12.66 65.10 56.17X13 9.28 0.14 167.00 34.12 30.70 129.85 282.82X14 9.28 0.14 175.00 34.12 30.70 129.85 282.82X15 9.45 0.14 183.00 26.90 24.21 132.30 187.28X16 9.00 0.14 191.00 22.29 20.06 126.00 128.07X17 9.45 0.14 199.00 26.90 24.21 132.30 187.28Y1 3.58 0.14 207.00 8.91 8.02 50.05 20.08Y2 3.58 0.14 215.00 13.69 12.32 50.05 39.93Y6 3.58 0.14 247.00 8.41 7.57 50.05 20.08Y7 1.30 0.14 255.00 4.57 4.11 18.20 6.82Y8 2.20 0.14 263.00 7.67 6.90 30.80 15.91Y9 2.20 0.14 271.00 7.67 6.90 30.80 15.91Y10 1.30 0.14 279.00 5.07 4.57 18.20 6.82Y11 7.25 0.14 287.00 19.74 17.76 101.50 88.31Y12 5.35 0.14 295.00 28.08 25.27 74.90 135.25Y13 8.45 0.14 303.00 52.61 47.35 118.30 407.44Y14 5.35 0.14 311.00 28.08 25.27 74.90 135.25Y15 7.25 0.14 319.00 19.74 17.76 101.50 88.31Y16 1.75 0.14 327.00 2.70 2.43 24.50 3.97
3er. Piso
ELEMENTO L (m) t Pg Pu Po PU
X1 3.58 0.14 72.00 5.10 4.59 50.05 11.52X2 3.05 0.14 80.00 4.46 4.01 42.70 14.65X3 3.05 0.14 88.00 4.46 4.01 42.70 26.86X4 3.48 0.14 96.00 5.10 4.59 48.65 22.50X5 3.83 0.14 104.00 7.33 6.60 53.55 22.80X6 3.45 0.14 112.00 6.44 5.80 48.30 22.80X7 3.55 0.14 120.00 6.45 5.80 49.70 22.50X8 3.55 0.14 128.00 6.45 5.80 49.70 26.86X9 3.45 0.14 136.00 6.44 5.80 48.30 28.09X10 3.83 0.14 144.00 7.33 6.60 53.55 28.09X11 4.65 0.14 152.00 7.03 6.33 65.10 141.41X12 4.65 0.14 160.00 7.03 6.33 65.10 141.41X13 9.28 0.14 168.00 17.06 15.35 129.85 93.64X14 9.28 0.14 176.00 17.06 15.35 129.85 64.04X15 9.45 0.14 184.00 13.45 12.11 132.30 93.64
X16 9.00 0.14 192.00 11.15 10.03 126.00 10.04X17 9.45 0.14 200.00 13.45 12.11 132.30 19.96Y1 3.58 0.14 208.00 4.46 4.01 50.05 10.04Y2 3.58 0.14 216.00 6.84 6.16 50.05 10.04Y3 3.58 0.14 224.00 4.46 4.01 50.05 19.96Y4 3.58 0.14 232.00 4.46 4.01 50.05 10.04Y5 3.58 0.14 240.00 6.84 6.16 50.05 3.41Y6 3.58 0.14 248.00 4.20 3.78 50.05 7.95Y7 1.30 0.14 256.00 2.29 2.06 18.20 7.95Y8 2.20 0.14 264.00 3.84 3.45 30.80 3.41Y9 2.20 0.14 272.00 7.33 6.60 30.80 44.15Y10 1.30 0.14 280.00 0.00 0.00 18.20 67.63Y11 7.25 0.14 288.00 0.00 0.00 101.50 203.72Y12 5.35 0.14 296.00 0.00 0.00 74.90 67.63Y13 8.45 0.14 304.00 0.00 0.00 118.30 44.15Y14 5.35 0.14 312.00 Pg #VALUE! 74.90 1.98Y15 7.25 0.14 320.00 19.33 17.39 101.50 0.00Y16 1.75 0.14 328.00 12.88 11.60 24.50 0.00
Refuerzo Vertical en Extremos Refuerzo Horizontalφ Mu D AsV Vu Mn1
0.79 OK 21.75 2.78 0.2999 4.95 3.5190.79 OK 19.71 2.44 0.6314 2 ø 3/8 Acero min 4.46 6.4960.79 OK 19.71 2.44 0.6314 4.46 6.4940.79 OK 19.71 2.78 0.0802 4.46 0.9550.78 OK 11.54 3.06 -1.7894 2 ø 3/8 Acero min 4.44 -22.9790.78 OK 7.76 2.76 -1.7278 0.75 -20.0230.78 OK 5.42 2.84 -2.0089 2 ø 3/8 Acero min 1.25 -23.9560.78 OK 19.96 2.84 -0.4454 2 ø 3/8 Acero min0.78 OK 8.97 2.76 -1.5932 2 ø 3/8 Acero min0.78 OK 0.00 3.06 -2.9463 2 ø 3/8 Acero min0.79 OK 0.00 3.72 -2.8253 2 ø 3/8 Acero min0.79 OK 0.00 3.72 -2.8253 2 ø 3/8 Acero min0.78 OK 9.82 7.42 -6.4493 2 ø 3/8 Acero min0.78 OK 44.62 7.42 -5.0159 2 ø 3/8 Acero min0.80 OK 14.92 7.56 -4.8139 2 ø 3/8 Acero min0.80 OK 20.27 7.2 -3.6431 2 ø 3/8 Acero min0.80 OK 0.00 7.56 -5.4050 2 ø 3/8 Acero min0.80 OK 19.96 2.86 0.2820 4.71 3.4130.78 OK 8.97 2.86 -1.7875 2 ø 3/8 Acero min 2.11 -21.4580.80 OK 9.82 2.86 -0.6738 2.33 -8.0880.78 OK 44.62 1.04 12.1400 10.52 53.0960.78 OK 14.92 1.76 1.0380 2 ø 3/8 Acero min 3.51 7.7040.78 OK 20.27 1.76 1.9620 4.80 14.5240.77 OK 0.00 1.04 -1.01900.80 OK 0.00 5.8 -3.96530.75 OK 0.00 4.28 -5.64070.73 OK 0.00 6.76 -10.56980.75 OK 0.00 4.28 -5.64070.80 OK 0.00 5.8 -3.96530.82 OK 0.00 1.4 -0.5434
Refuerzo Vertical en Extremos Refuerzo Horizontal
φ Mu D AsV Vu Mn1
0.81 OK 34.51 2.78 2.27 seleccionar acero 3.41 3.52
2 φ 1/2"
1 φ 1/2" + 1 φ 3/8" 1 φ 1/2" + 1 φ 3/8"
1 φ 1/2" + 1 φ 3/8"
1 φ 1/2" + 1 φ 3/8"
1 φ 1/2" + 1 φ 3/8" 1 φ 1/2" + 1 φ 3/8"
1 φ 1/2" + 1 φ 3/8" 2 φ 1/2" + 1 φ 3/8" 3 φ 1/2" + 1 φ 3/8" 4 φ 1/2" + 1 φ 3/8" 5 φ 1/2" + 1 φ 3/8" 6 φ 1/2" + 1 φ 3/8" 7 φ 1/2" + 1 φ 3/8"
8 φ 1/2" + 1 φ 3/8"
0.81 OK 27.14 2.44 2.07 seleccionar acero 3.13 6.500.81 OK 27.14 2.44 2.07 seleccionar acero 3.13 6.490.81 OK 34.51 2.78 2.27 seleccionar acero 3.13 0.960.80 OK 31.39 2.76 1.65 seleccionar acero 2.24 -20.020.80 OK 33.02 2.84 1.72 seleccionar acero 0.83 -23.960.80 OK 33.020.80 OK 31.390.80 OK 37.550.81 OK 48.680.81 OK 48.680.80 OK 116.540.80 OK 116.540.81 OK 130.760.82 OK 122.190.81 OK 130.760.82 OK 49.30 2.86 3.82 seleccionar acero 2.97 3.410.80 OK 45.88 2.86 2.94 seleccionar acero 1.34 -21.460.82 OK 49.30 2.86 3.88 seleccionar acero 1.45 -8.090.80 OK 4.90 1.04 0.78 2 ø 3/8 Acero min 6.64 53.100.81 OK 17.47 1.76 1.91 seleccionar acero 2.23 7.700.81 OK 17.47 1.76 1.91 seleccionar acero 2.99 14.520.80 OK 4.900.81 OK 139.650.78 OK 80.780.77 OK 135.440.78 OK 80.780.81 OK 139.650.83 OK 8.86
Refuerzo Vertical en Extremos Refuerzo Horizontal
φ Mu D AsV Vu Mn1
0.83 OK 0.00 2.86 -0.68 2 ø 3/8 Acero min 0.00 3.520.83 OK 0.00 2.44 -0.60 2 ø 3/8 Acero min 0.00 6.500.83 OK 0.00 2.44 -0.60 2 ø 3/8 Acero min 0.00 6.490.83 OK 0.00 2.78 -0.68 2 ø 3/8 Acero min 0.00 0.960.83 OK 0.00 3.06 -0.98 2 ø 3/8 Acero min 0.00 -22.980.83 OK 0.00 2.76 -0.86 2 ø 3/8 Acero min 0.00 -20.020.83 OK 0.00 2.84 -0.86 2 ø 3/8 Acero min 0.00 -23.960.83 OK0.83 OK0.83 OK0.83 OK0.83 OK0.83 OK0.83 OK0.83 OK
0.83 OK0.83 OK0.83 OK 0.00 2.86 -0.60 2 ø 3/8 Acero min 0.00 3.410.83 OK 0.00 2.86 -0.92 2 ø 3/8 Acero min 0.00 -21.460.83 OK 0.00 2.86 -0.60 2 ø 3/8 Acero min 0.00 0.000.83 OK 0.00 2.86 -0.60 2 ø 3/8 Acero min 0.00 0.000.83 OK 0.00 2.86 -0.92 2 ø 3/8 Acero min 0.00 0.000.83 OK 0.00 2.86 -0.56 2 ø 3/8 Acero min 0.00 -8.090.83 OK 0.00 1.04 -0.31 2 ø 3/8 Acero min 0.00 53.100.83 OK 0.00 1.76 -0.51 2 ø 3/8 Acero min 0.00 7.700.81 OK 0.00 1.76 -0.98 2 ø 3/8 Acero min 0.00 14.520.85 Revisar 0.85 Revisar 0.85 Revisar 0.85 Revisar
#VALUE! ###0.82 OK0.76 OK
Refuerzo Horizontal VIGA SOLERAVuf Vn D' AsH T As
0.801 1.001 2.78 0.034 2 ø 3/8 Acero min 0.553 0.088 Ok1.468 1.836 2.44 0.072 2 ø 3/8 Acero min 1.155 0.183 Ok1.468 1.835 2.44 0.072 2 ø 3/8 Acero min 1.155 0.183 Ok0.216 0.270 2.78 0.009 2 ø 3/8 Acero min 0.149 0.024 Ok
-8.838 -11.048 3.825 -0.275 2 ø 3/8 Acero min -5.545 -0.880 Revisar-1.924 -2.405 2.76 -0.083 2 ø 3/8 Acero min -1.339 -0.212 Revisar-5.521 -6.901 2.84 -0.231 2 ø 3/8 Acero min -3.733 -0.592 Revisar
0.805 1.006 2.86 0.034 2 ø 3/8 Acero min 0.540 0.086 Ok-5.043 -6.303 2.86 -0.210 2 ø 3/8 Acero min -3.385 -0.537 Revisar-1.917 -2.396 2.86 -0.080 2 ø 3/8 Acero min -1.287 -0.204 Revisar12.522 15.653 1.04 1.433 seleccionar acero 23.118 3.670 Ok
1.810 2.263 1.76 0.122 2 ø 3/8 Acero min 1.975 0.313 Ok3.442 4.303 1.76 0.233 2 ø 3/8 Acero min 3.755 0.596 Ok
Refuerzo Horizontal VIGA SOLERA
Vuf Vn D' AsH T As VS
0.35 0.44 3.48 0.07 0.24 0.04 Ok2 φ 1/2"
0.75 0.94 3.05 0.18 2 ø 3/8 Acero min 0.59 0.09 Ok0.75 0.93 3.05 0.18 0.59 0.09 Ok0.09 0.11 3.48 0.02 0.06 0.01 Revisar
-1.43 -1.78 3.45 -0.31 2 ø 3/8 Acero min -0.99 -0.16 Revisar-0.61 -0.76 3.55 -0.13 2 ø 3/8 Acero min -0.41 -0.06 Revisar
0.21 0.26 3.58 0.04 0.14 0.02 Ok-0.63 -0.78 3.58 -0.13 2 ø 3/8 Acero min -0.42 -0.07 Revisar-0.24 -0.30 3.58 -0.05 2 ø 3/8 Acero min -0.16 -0.03 Revisar71.95 89.94 1.04 41.18 132.84 21.09 Ok
0.98 1.23 1.76 0.33 2 ø 3/8 Acero min 1.07 0.17 Ok2.49 3.11 1.76 0.84 2.71 0.43 Ok
Refuerzo Horizontal VIGA SOLERA
Vuf Vn D' AsH T As VS
#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!
2 φ 1/2"
2 φ 1/2"
2 φ 1/2"
2 φ 1/2"
2 φ 1/2"
2 φ 1/2"
2 φ 1/2"
2 φ 1/2"
#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!
2 φ 1/2"
2 φ 1/2"
2 φ 1/2"
VIGA SOLERAVe (tn)
VIGA SOLERA
Ve (tn)
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
VIGA SOLERA
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
4 φ 3/8"
Diseño Por Cargas Ortogonales
Tabla No.12 pág. 51 NTP E.070
Si Muros de estructuras diafragmadasde los contrario Muros de estructuras no diafragmadas
10.000 tn/m2
Haremos el diseño por ortogonalidad para el muro portante X1 ya que para todos los muros
1er. Piso
Muros L(m) t(m) Vu Mu Vm Pg
X1 no portante 0.66 0.15 0.00 0.00 0.32 1.36 1.40X2 no portante 0.86 0.15 0.00 0.00 0.42 1.36 1.83X3 portante 2.86 0.15 4.95 21.75 14.12 0.66 4.73X4 portante 2.86 0.15 4.46 19.71 14.95 2.72 8.71X5 portante 2.86 0.15 4.46 19.71 14.51 2.72 6.80X6 portante 2.86 0.15 4.46 19.71 14.16 0.66 5.29X7 portante 2.72 0.15 4.44 11.54 20.39 1.26 5.85X8 portante 1.20 0.15 0.75 7.76 3.63 1.36 3.60X9 portante 1.46 0.15 1.25 5.42 4.13 1.26 3.01
Ancho tributario
fm 01.0
mf01.0
Y1 portante 3.06 0.15 4.71 19.96 16.96 1.36 6.51Y2 portante 2.20 0.15 2.11 8.97 9.04 1.36 4.68Y3 no portante 0.60 0.15 0.00 0.00 0.27 1.16 1.20Y4 no portante 0.60 0.15 0.00 0.00 0.23 0.66 0.99Y5 no portante 0.60 0.15 0.00 0.00 0.23 0.66 0.99Y6 portante 2.00 0.15 2.33 9.82 7.19 0.00 2.42Y7 portante 4.94 0.15 10.52 44.62 37.00 1.36 10.51Y8 portante 2.80 0.15 3.51 14.92 14.81 2.62 8.34Y9 portante 2.80 0.15 4.80 20.27 14.33 1.26 5.77
2do. Piso
Muros L(m) t(m) Vu Mu Vm Pg
X1 no portante 0.66 0.14 0.00 0.00 0.16 1.36 0.69X2 no portante 0.86 0.14 0.00 0.00 0.21 1.36 0.90X3 portante 2.86 0.14 3.41 8.88 20.56 0.66 2.34X4 portante 2.86 0.14 3.13 8.13 21.00 2.72 4.26X5 portante 2.86 0.14 3.13 8.13 20.56 0.66 2.34X6 portante 2.86 0.14 3.13 8.13 20.69 1.26 2.90X7 no portante 0.67 0.14 0.00 0.00 0.16 1.36 0.70X8 portante 2.20 0.14 2.24 5.82 13.56 1.36 2.30X9 portante 1.46 0.14 0.83 2.17 6.08 1.26 1.48Y1 portante 3.06 0.14 2.97 7.72 22.16 1.36 3.20Y2 portante 2.20 0.14 1.34 3.49 13.56 1.36 2.30Y3 no portante 0.60 0.14 0.00 0.00 0.14 1.16 0.59Y4 no portante 0.60 0.14 0.00 0.00 0.11 0.66 0.49Y5 no portante 0.60 0.14 0.00 0.00 0.11 0.66 0.49Y6 portante 2.00 0.14 1.45 3.77 11.05 0.00 1.21Y7 portante 4.94 0.14 6.64 17.26 35.77 1.36 5.17Y8 portante 2.80 0.14 2.23 5.81 20.54 2.62 4.08Y9 portante 2.80 0.14 2.99 7.78 20.25 1.26 2.84
Ancho tributario
Tenemos que :Z 0.4U 1C1 0.9 (pág. 26 NTP E.030)γ 2.3 tn/m2
w= 92.736 kg/m2a= 0.66b= 2.4a/b= 0.275
Haremos el diseño por ortogonalidad para el muro portante X1 ya que para todos los muros
P=Pg/Lw (tn/m2) a b/a m
14.18 Est. Diafragmada 2.13 0.10 4.00 0.66 3.64 0.1314.18 Est. Diafragmada 2.13 0.10 4.00 0.86 2.79 0.1211.03 Est. Diafragmada 1.66 0.10 4.00 2.40 1.00 0.0520.30 Est. Diafragmada 3.05 0.10 4.00 2.40 1.00 0.0515.84 Est. Diafragmada 2.38 0.10 4.00 2.40 1.00 0.0512.33 Est. Diafragmada 1.85 0.10 4.00 2.40 1.00 0.0514.34 Est. Diafragmada 2.15 0.10 4.00 2.40 1.00 0.0520.00 Est. Diafragmada 3.00 0.10 4.00 1.20 2.00 0.1013.73 Est. Diafragmada 2.06 0.10 4.00 1.46 1.64 0.09
σm fm 01.0
fm 01.0
14.18 Est. Diafragmada 2.13 0.10 4.00 2.40 1.00 0.0514.18 Est. Diafragmada 2.13 0.10 4.00 2.20 1.09 0.0513.28 Est. Diafragmada 1.99 0.10 4.00 0.60 4.00 0.1311.03 Est. Diafragmada 1.66 0.10 4.00 0.60 4.00 0.1311.03 Est. Diafragmada 1.66 0.10 4.00 0.60 4.00 0.138.06 Est. No Diafragmada 1.21 0.10 4.00 2.00 1.20 0.06
14.18 Est. Diafragmada 2.13 0.10 4.00 2.40 1.00 0.0519.85 Est. Diafragmada 2.98 0.10 4.00 2.40 1.00 0.0513.73 Est. Diafragmada 2.06 0.10 4.00 2.40 1.00 0.05
P=Pg/Lw (tn/m2) a b/a m
0.00 Est. No Diafragmada 1.05 0.09 4.00 0.66 3.64 0.131.00 Est. No Diafragmada 1.05 0.09 4.00 0.86 2.79 0.122.00 Est. No Diafragmada 0.82 0.09 4.00 2.40 1.00 0.053.00 Est. No Diafragmada 1.49 0.09 4.00 2.40 1.00 0.054.00 Est. No Diafragmada 0.82 0.09 4.00 2.40 1.00 0.055.00 Est. No Diafragmada 1.01 0.09 4.00 2.40 1.00 0.056.00 Est. No Diafragmada 1.05 0.09 4.00 0.67 3.58 0.057.00 Est. No Diafragmada 1.05 0.09 4.00 2.20 1.09 0.108.00 Est. No Diafragmada 1.01 0.09 4.00 1.46 1.64 0.099.00 Est. No Diafragmada 1.05 0.09 4.00 2.40 1.00 0.05
10.00 Est. No Diafragmada 1.05 0.09 4.00 2.20 1.09 0.0511.00 Est. Diafragmada 0.98 0.09 4.00 0.60 4.00 0.1312.00 Est. Diafragmada 0.82 0.09 4.00 0.60 4.00 0.1313.00 Est. Diafragmada 0.82 0.09 4.00 0.60 4.00 0.1314.00 Est. Diafragmada 0.60 0.09 4.00 2.00 1.20 0.0615.00 Est. Diafragmada 1.05 0.09 4.00 2.40 1.00 0.0516.00 Est. Diafragmada 1.46 0.09 4.00 2.40 1.00 0.0517.00 Est. Diafragmada 1.01 0.09 4.00 2.40 1.00 0.05
σm fm 01.0
f´m 1000 tn/m2fy 42000 tn/cm2
tn/m2
Ms (tn.m) Mg=Pg*t/6 M=Ms+Mg fa=Pg/(l*t) fm=6M/t^2 fa+fm
0.01 0.00 0.01 14.18 1.44 15.630.01 0.00 0.01 14.18 2.38 16.560.03 0.12 0.15 11.03 38.87 49.900.03 0.22 0.25 20.30 65.38 85.680.03 0.17 0.20 15.84 52.61 68.460.03 0.13 0.16 12.33 42.59 54.920.03 0.15 0.17 14.34 46.30 60.640.01 0.09 0.10 20.00 27.88 47.880.02 0.08 0.09 13.73 25.02 38.76
0.03 0.16 0.19 14.18 50.71 64.900.03 0.12 0.14 14.18 38.21 52.390.00 0.00 0.00 13.28 1.19 14.480.00 0.00 0.00 11.03 1.19 12.230.00 0.00 0.00 11.03 1.19 12.230.02 0.06 0.09 8.06 22.77 30.840.03 0.26 0.29 14.18 77.38 91.560.03 0.21 0.24 19.85 62.90 82.760.03 0.14 0.17 13.73 45.77 59.50
Ms (tn.m) Mg=Pg*t/6 M=Ms+Mg fa=Pg/(l*t) fm=6M/t^2 fm-fa
0.01 0.00 0.01 7.48 1.55 -5.930.01 0.00 0.01 7.48 2.55 -4.930.03 0.05 0.08 5.85 24.57 18.720.03 0.10 0.12 10.63 38.25 27.610.03 0.05 0.08 5.85 24.57 18.720.03 0.07 0.09 7.25 28.55 21.310.00 0.00 0.00 7.48 0.61 -6.870.05 0.05 0.10 7.48 30.42 22.950.02 0.03 0.05 7.25 15.90 8.660.03 0.07 0.10 7.48 30.71 23.240.02 0.05 0.08 7.48 23.95 16.470.00 0.00 0.00 7.01 1.28 -5.740.00 0.00 0.00 5.85 1.28 -4.570.00 0.00 0.00 5.85 1.28 -4.570.02 0.03 0.05 4.32 15.76 11.440.03 0.12 0.15 7.48 44.77 37.290.03 0.10 0.12 10.40 36.96 26.560.03 0.07 0.09 7.25 28.12 20.87
VERIFICACION PARA PORTANTE Fa Fm fa/Fa+fm/Fm
no portante 400.00 0.00 0.00 no portante 400.00 0.00 0.00
ok 158.20 400.00 0.17 Dist. De confinamiento OKok 158.20 400.00 0.29 Dist. De confinamiento OKok 158.20 400.00 0.23 Dist. De confinamiento OKok 158.20 400.00 0.18 Dist. De confinamiento OKok 158.20 400.00 0.21 Dist. De confinamiento OKok 158.20 400.00 0.20 Dist. De confinamiento OKok 158.20 400.00 0.15 Dist. De confinamiento OK
ok 158.20 400.00 0.22 Dist. De confinamiento OKok 158.20 400.00 0.19 Dist. De confinamiento OK no portante 400.00 0.00 0.00 no portante 400.00 0.00 0.00 no portante 400.00 0.00 0.00
ok 158.20 400.00 0.11 Dist. De confinamiento OKok 158.20 400.00 0.28 Dist. De confinamiento OKok 158.20 400.00 0.28 Dist. De confinamiento OKok 158.20 400.00 0.20 Dist. De confinamiento OK
VERIFICACION PARA PORTANTE Fa Fm fa/Fa+fm/Fm
no portante 400.00 0.00 0.00 no portante 400.00 0.00 0.00
ok 152.02 400.00 0.10 Dist. De confinamiento OKok 152.02 400.00 0.17 Dist. De confinamiento OKok 152.02 400.00 0.10 Dist. De confinamiento OKok 152.02 400.00 0.12 Dist. De confinamiento OK no portante 400.00 0.00 0.00
ok 152.02 400.00 0.13 Dist. De confinamiento OKok 152.02 400.00 0.09 Dist. De confinamiento OKok 152.02 400.00 0.13 Dist. De confinamiento OKok 152.02 400.00 0.11 Dist. De confinamiento OK no portante 400.00 0.00 0.00 no portante 400.00 0.00 0.00 no portante 400.00 0.00 0.00
ok 152.02 400.00 0.07 Dist. De confinamiento OKok 152.02 400.00 0.16 Dist. De confinamiento OKok 152.02 400.00 0.16 Dist. De confinamiento OKok 152.02 400.00 0.12 Dist. De confinamiento OK
As min= 0.0007NO PORTANTES
Verificacion por esbeltez As a Mr
no falla por esbeltez 0.00 0.01 0.11 acero minimono falla por esbeltez 0.00 0.01 0.11 acero minimo
no falla por esbeltez 0.00 0.01 0.11 acero minimono falla por esbeltez 0.00 0.01 0.11 acero minimono falla por esbeltez 0.00 0.01 0.11 acero minimo
NO PORTANTES
Verificacion por esbeltez As a Mr
no falla por esbeltez 0.00 0.00 0.10 acero minimono falla por esbeltez 0.00 0.00 0.10 acero minimo
no falla por esbeltez 0.00
no falla por esbeltez 0.00 0.00 0.10 acero minimono falla por esbeltez 0.00 0.00 0.10 acero minimono falla por esbeltez 0.00 0.00 0.10 acero minimo