memoria-de-calculo-presentacion-06-11 (1).xlsx

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

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




(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




(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



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




(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




(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





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





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



100% 100% CM+0.25CV

Wd Longitud Wd Wl100% 100% CM+0.25CV


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





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





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


≤ 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


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


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

∑ ###


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


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

∑ ###


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



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



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



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



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



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



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



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



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



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



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



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



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



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



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



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



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


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



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



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



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



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



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



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



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



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



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



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



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



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



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



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



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


Vm1/Ve1= 3.00Vu Mu


Vm1/Ve1= 3.00Vu Mu


Vm1/Ve1= 3.00Vu Mu


Vm1/Ve1= 3.00Vu Mu


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


Vm1/Ve1= 3.00Vu Mu


Vm1/Ve1= 3.00Vu Mu


Vm1/Ve1= 3.00Vu Mu


Vm1/Ve1= 3.00Vu Mu


Vm1/Ve1= 3.00Vu Mu


Vm1/Ve1= 3.00Vu Mu


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


Vm1/Ve1= 2.94Vu Mu


Vm1/Ve1= 2.98Vu Mu


Vm1/Ve1= 2.50Vu Mu


Vm1/Ve1= 2.84Vu Mu


Vm1/Ve1= 2.82Vu Mu


Vm1/Ve1= 2.82Vu Mu


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


Vm1/Ve1= 2.48Vu Mu


Vm1/Ve1= 3.00Vu Mu


Vm1/Ve1= 3.00Vu Mu


Vm1/Ve1= 3.00Vu Mu


Vm1/Ve1= 3.00Vu Mu


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


Vm1/Ve1= 2.48Vu Mu


Vm1/Ve1= 2.55Vu Mu


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


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



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



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


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


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



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


σm mm f 05.0 uimi VV

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 NO NECESITA CONFINAMIENTO EN BORDE

























0.3*f´m285.00 NO NECESITA CONFINAMIENTO EN BORDE

































0.3*f´m285.00 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

memoria-de-calculo-presentacion-06-11 (1).xlsx

Documents