análisis edificio de albañilería armada

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1. CARACTERÍSTICAS DE LA EDIFICACION: Ubicación: Arequipa Uso: Vivienda Altura de piso a tech 2.4 m Los alfeizers de ventanas serán aislados de la estructura princi Altura de alfeizer 1.20 m Altura de tabiques 2.40 m Altura de parapetos 1.00 m Entrepiso: 0.2 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/m3 Albañileria arm. Alveolos llenos 2.3 ton/m3 Albañileria arm. Alveolos parcialmente lle 2.0 ton/m3 Piso terminado 0.1 ton/m3 S/c techo tipico 0.2 ton/m3 S/c Azotea 0.1 ton/m3 S/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

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Análisis de un edificio en albañileria armada de 3 pisos

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Page 1: Análisis edificio de albañilería armada

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

Entrepiso: 0.2 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

Page 2: Análisis edificio de albañilería armada

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

Page 3: Análisis edificio de albañilería armada

= 0.026 = 0.026

Page 4: Análisis edificio de albañilería armada

ok

Page 5: Análisis edificio de albañilería armada

ok

Page 6: Análisis edificio de albañilería armada

ESFUERZO AXIAL MAXIMO:

DIR XPRIMER NIVEL h= 2.4 m Altura de muros portantes

Largo Espesor Area CARGA MUERTA

Tributaria Muro losa+acab.

MURO L t Ai Pmi Wdi 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

Largo Espesor Area CARGA MUERTA

Tributaria Muro losa+acab.

MURO L t Ai Pmi Wdi 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

Page 7: Análisis edificio de albañilería armada

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

TERCER NIVEL h= 2.4 m Altura de muros portantes

Largo Espesor Area CARGA MUERTA

Tributaria Muro losa+acab.

MURO L t Ai Pmi Wdi 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

Page 8: Análisis edificio de albañilería armada

Largo Espesor Area CARGA MUERTA

Tributaria Muro losa+acab.

MURO L t Ai Pmi Wdi 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

Largo Espesor Area CARGA MUERTA

Tributaria Muro losa+acab.

MURO L t Ai Pmi Wdi 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

Page 9: Análisis edificio de albañilería armada

TERCER NIVEL h= 2.4 m Altura de muros portantes

Largo Espesor Area CARGA MUERTA

Tributaria Muro losa+acab.

MURO L t Ai Pmi Wdi 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

Page 10: Análisis edificio de albañilería armada

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

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

Page 11: Análisis edificio de albañilería armada

Altura de muros portantes

CARGA MUERTA CARGA VIVA CM CV

alfeizer tabique Sobre Carga 100% 100%

longitud Wli cm1 cv2

(ton) (m) (ton) (ton) (ton) (ton)

0.25 0.00 0.00 0.99 4.85 0.99

0.25 0.00 0.00 0.85 4.25 0.85

0.25 0.00 0.00 0.85 4.25 0.85

0.25 0.00 0.00 0.99 4.85 0.99

0.25 0.00 0.00 1.88 6.86 1.88

0.00 0.00 0.00 1.72 6.01 1.72

0.00 0.00 0.00 1.69 6.03 1.69

0.00 0.00 0.00 1.69 6.03 1.69

0.00 0.00 0.00 1.72 6.01 1.72

0.25 0.00 0.00 1.88 6.86 1.88

0.00 0.00 0.00 1.57 6.64 1.57

0.00 0.00 0.00 1.57 6.64 1.57

0.00 0.00 0.00 4.52 15.93 4.52

0.00 0.00 0.00 4.52 15.93 4.52

0.00 0.00 0.00 2.81 12.75 2.81

0.00 0.00 0.00 1.91 10.67 1.91

0.00 0.00 0.00 2.81 12.75 2.81

137.30 33.97

Altura de muros portantes

CARGA MUERTA CARGA VIVA CM CV

alfeizer tabique Sobre Carga 100% 100%

longitud Wli cm1 cv2

(ton) (m) (ton) (ton) (ton) (ton)

0.25 0.00 0.00 0.99 4.85 0.99

0.25 0.00 0.00 0.85 4.25 0.85

Page 12: Análisis edificio de albañilería armada

0.25 0.00 0.00 0.85 4.25 0.85

0.25 0.00 0.00 0.99 4.85 0.99

0.25 0.00 0.00 1.88 6.86 1.88

0.00 0.00 0.00 1.72 6.01 1.72

0.00 0.00 0.00 1.69 6.03 1.69

0.00 0.00 0.00 1.69 6.03 1.69

0.00 0.00 0.00 1.72 6.01 1.72

0.25 0.00 0.00 1.88 6.86 1.88

0.00 0.00 0.00 1.57 6.64 1.57

0.00 0.00 0.00 1.57 6.64 1.57

0.00 0.00 0.00 4.52 15.93 4.52

0.00 0.00 0.00 4.52 15.93 4.52

0.00 0.00 0.00 2.81 12.75 2.81

0.00 0.00 0.00 1.91 10.67 1.91

0.00 0.00 0.00 2.81 12.75 2.81

137.30 33.97

Altura de muros portantes

CARGA MUERTA CARGA VIVA CM CV

alfeizer tabique Sobre Carga 100% 100%

longitud Wli cm1 cv2

(ton) (m) (ton) (ton) (ton) (ton)

0.25 0.00 0.00 0.99 4.85 0.99

0.25 0.00 0.00 0.85 4.25 0.85

0.25 0.00 0.00 0.85 4.25 0.85

0.25 0.00 0.00 0.99 4.85 0.99

0.25 0.00 0.00 1.88 6.86 1.88

0.00 0.00 0.00 1.72 6.01 1.72

0.00 0.00 0.00 1.69 6.03 1.69

0.00 0.00 0.00 1.69 6.03 1.69

0.00 0.00 0.00 1.72 6.01 1.72

0.25 0.00 0.00 1.88 6.86 1.88

0.00 0.00 0.00 1.57 6.64 1.57

0.00 0.00 0.00 1.57 6.64 1.57

0.00 0.00 0.00 4.52 15.93 4.52

0.00 0.00 0.00 4.52 15.93 4.52

0.00 0.00 0.00 2.81 12.75 2.81

0.00 0.00 0.00 1.91 10.67 1.91

0.00 0.00 0.00 2.81 12.75 2.81

137.30 33.97

Altura de muros portantes

Page 13: Análisis edificio de albañilería armada

CARGA MUERTA CARGA VIVA CM CV

alfeizer tabique Sobre Carga 100% 100%

longitud Wli cm1 cv2

(ton) (m) (ton) (ton) (ton) (ton)

0.25 0.00 0.00 0.54 4.32 0.54

0.25 0.00 0.00 1.42 6.49 1.42

0.25 0.00 0.00 0.54 4.32 0.54

0.25 0.00 0.00 0.54 4.32 0.54

0.25 0.00 0.00 1.42 6.49 1.42

0.00 0.00 0.00 0.54 4.07 0.54

0.00 0.00 0.00 0.48 2.17 0.48

0.00 0.00 0.00 0.79 3.64 0.79

0.00 0.00 0.00 0.79 3.64 0.79

0.25 0.00 0.00 0.48 2.42 0.48

0.00 0.00 0.00 1.59 9.47 1.59

0.00 0.00 0.00 3.68 13.12 3.68

0.00 0.00 0.00 7.35 24.47 7.35

0.00 0.00 0.00 3.68 13.12 3.68

0.00 0.00 0.00 1.59 9.47 1.59

0.00 0.00 0.00 0.00 1.35 0.00

112.88 25.42

Altura de muros portantes

CARGA MUERTA CARGA VIVA CM CV

alfeizer tabique Sobre Carga 100% 100%

longitud Wli cm1 cv2

(ton) (m) (ton) (ton) (ton) (ton)

0.25 0.00 0.00 0.54 4.32 0.54

0.25 0.00 0.00 1.42 6.49 1.42

0.25 0.00 0.00 0.54 4.32 0.54

0.25 0.00 0.00 0.54 4.32 0.54

0.25 0.00 0.00 1.42 6.49 1.42

0.00 0.00 0.00 0.54 4.07 0.54

0.00 0.00 0.00 0.48 2.17 0.48

0.00 0.00 0.00 0.79 3.64 0.79

0.00 0.00 0.00 0.79 3.64 0.79

0.25 0.00 0.00 0.48 2.42 0.48

0.00 0.00 0.00 1.59 9.47 1.59

0.00 0.00 0.00 3.68 13.12 3.68

0.00 0.00 0.00 7.35 24.47 7.35

0.00 0.00 0.00 3.68 13.12 3.68

0.00 0.00 0.00 1.59 9.47 1.59

0.00 0.00 0.00 0.00 1.35 0.00

Page 14: Análisis edificio de albañilería armada

112.88 25.42

Altura de muros portantes

CARGA MUERTA CARGA VIVA CM CV

alfeizer tabique Sobre Carga 100% 100%

longitud Wli cm1 cv2

(ton) (m) (ton) (ton) (ton) (ton)

0.25 0.00 0.00 0.54 4.32 0.54

0.25 0.00 0.00 1.42 6.49 1.42

0.25 0.00 0.00 0.54 4.32 0.54

0.25 0.00 0.00 0.54 4.32 0.54

0.25 0.00 0.00 1.42 6.49 1.42

0.00 0.00 0.00 0.54 4.07 0.54

0.00 0.00 0.00 0.48 2.17 0.48

0.00 0.00 0.00 0.79 3.64 0.79

0.00 0.00 0.00 0.79 3.64 0.79

0.25 0.00 0.00 0.48 2.42 0.48

0.00 0.00 0.00 1.59 9.47 1.59

0.00 0.00 0.00 3.68 13.12 3.68

0.00 0.00 0.00 7.35 24.47 7.35

0.00 0.00 0.00 3.68 13.12 3.68

0.00 0.00 0.00 1.59 9.47 1.59

0.00 0.00 0.00 0.00 1.35 0.00

112.88 25.42

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 ok

Page 15: Análisis edificio de albañilería armada

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 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

Page 16: Análisis edificio de albañilería armada

CENTRO DE MASAS

PRIMER NIVEL

Largo Espesor Area Centro Carga

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 Yi Xm Ym

(m) (m)

Page 17: Análisis edificio de albañilería armada

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

Page 18: Análisis edificio de albañilería armada

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

Page 19: Análisis edificio de albañilería armada

Rigidez y centro de rigidecesEc = 2173707 Ton/m2

Em = 665000 Ton/m2

n= 3.27

1º Piso

h= 2.400 m.

Muros L(m) t(m) K 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) K X KxX

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

Page 20: Análisis edificio de albañilería armada

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.

Page 21: Análisis edificio de albañilería armada

Para el analisis consideramos todos los muros en volado

Page 22: Análisis edificio de albañilería armada

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 79.51

2 4.8 265.02 1272.107 0.33 53.00

1 2.4 265.02 636.054 0.17 26.50

Σ = 3816.321

Peso P por nivel

PR

SCUZV

60

hnTp

Tp

T2.5C

h x P

h PF

Page 23: Análisis edificio de albañilería armada

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

Page 24: Análisis edificio de albañilería armada

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

Page 25: Análisis edificio de albañilería armada

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

Page 26: Análisis edificio de albañilería armada

Excentricidad de Diseño

Exc. Teórica

Piso Xcr Ycr Xcm Ycm

1 14.000 7.472 Err:509 Err:509 Err:509 Err:509

2 14.000 7.472 Err:509 Err:509 Err:509 Err:509

3 14.000 7.472 Err:509 Err:509 Err:509 Err:509

4 14.000 7.472 Err:509 Err:509 Err:509 Err:509

Exc. Accidental

Piso

1 8.630 16.220 0.811 0.432

2 8.630 16.220 0.811 0.432

3 8.630 16.220 0.811 0.432

4 8.630 16.220 0.811 0.432

Exc. Teórica Exc. Accidental Exc. De Diseño en X

Piso caso 1 caso 2

1 Err:509 Err:509 0.811 0.432 Err:509 Err:509 Err:509

2 Err:509 Err:509 0.811 0.432 Err:509 Err:509 Err:509

3 Err:509 Err:509 0.811 0.432 Err:509 Err:509 Err:509

4 Err:509 Err:509 0.811 0.432 Err:509 Err:509 Err:509

Momentos Torsores

Piso e Vp MT(tn.m)

1 Err:509 159.013 Err:509

2 Err:509 132.511 Err:509

3 Err:509 79.51 Err:509

4 Err:509 Err:509 Err:509

Cortante por Torsion

1º Piso

Muros K Y Ycr d Kxd Kd^2

0.000 27465.710 0.000 7.472 7.472 205224.164 ###

MURO 21603.050 Pi*y 7.472 #VALUE! #VALUE! #VALUE!

0.000 21603.050 (ton) 7.472 #VALUE! #VALUE! #VALUE!

X1 27465.710 0.382 7.472 7.090 194726.811 ###

X2 32433.944 0.335 7.472 7.137 231495.434 ###

X3 27114.796 0.335 7.472 7.137 193530.313 ###

X4 28522.051 0.382 7.472 7.090 202216.073 ###

X5 28522.051 25.666 7.472 18.194 518923.539 ###

ex ey

LX LY exacc eyacc

ex ey exacc eyacc ex

YcmYcry

XcmXcrx

Teórica

ee

L0.05yacc

L0.05xacc

Accidental

ee

eP MT

Ycr - Y d M)2dΣ(K

dKVT

Page 27: Análisis edificio de albañilería armada

X6 27114.796 22.546 7.472 15.074 408728.600 ###

X7 32433.944 22.571 7.472 15.099 489726.817 ###

X8 44368.155 22.571 7.472 15.099 669923.925 ###

X9 44368.155 22.546 7.472 15.074 668805.848 ###

X10 110101.511 25.666 7.472 18.194 ### ###

X11 110101.511 39.378 7.472 31.906 ### ###

X12 112517.283 39.378 7.472 31.906 ### ###

X13 106296.516 136.462 7.472 128.990 ### ###

X14 112517.283 136.462 7.472 128.990 ### ###

X15 Err:509 160.421 7.472 152.949 Err:509 Err:509

Σ= #VALUE!

Muros K X Xcr d Kxd Kd^2

X17 28875.295 13.452 14.000 0.548 15809.801 8656.182

Err:509 28875.295 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 28875.295 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 28875.295 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 28875.295 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 28875.295 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 3031.850 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 10997.169 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 10997.169 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 3031.850 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 81795.275 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 54543.374 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 98652.233 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 54543.374 Err:509 14.000 Err:509 Err:509 Err:509

Σ= Err:509

Σ(K*d^2)= Err:509

2º Piso

Muros K Y Ycr d Kxd Kd^2

0.000 27465.710 0.000 7.472 7.472 205224.164 ###

MURO 21603.050 Pi*y 7.472 #VALUE! #VALUE! #VALUE!

0.000 21603.050 (ton) 7.472 #VALUE! #VALUE! #VALUE!

X1 27465.710 0.382 7.472 7.090 194726.811 ###

X2 32433.944 0.335 7.472 7.137 231495.434 ###

X3 27114.796 0.335 7.472 7.137 193530.313 ###

X4 28522.051 0.382 7.472 7.090 202216.073 ###

X5 28522.051 25.666 7.472 18.194 518923.539 ###

X6 27114.796 22.546 7.472 15.074 408728.600 ###

X7 32433.944 22.571 7.472 15.099 489726.817 ###

X8 44368.155 22.571 7.472 15.099 669923.925 ###

X9 44368.155 22.546 7.472 15.074 668805.848 ###

X10 110101.511 25.666 7.472 18.194 ### ###

X11 110101.511 39.378 7.472 31.906 ### ###

X12 112517.283 39.378 7.472 31.906 ### ###

X13 106296.516 136.462 7.472 128.990 ### ###

X14 112517.283 136.462 7.472 128.990 ### ###

X15 Err:509 160.421 7.472 152.949 Err:509 Err:509

Σ= #VALUE!

Muros K X Xcr d Kxd Kd^2

X17 28875.295 13.452 14.000 0.548 15809.801 8656.182

Err:509 28875.295 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 28875.295 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 28875.295 Err:509 14.000 Err:509 Err:509 Err:509

Page 28: Análisis edificio de albañilería armada

Err:509 28875.295 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 28875.295 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 3031.850 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 10997.169 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 10997.169 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 3031.850 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 81795.275 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 54543.374 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 98652.233 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 54543.374 Err:509 14.000 Err:509 Err:509 Err:509

Σ= Err:509

Σ(K*d^2)= Err:509

3º Piso

Muros K Y Ycr d Kxd Kd^2

0.000 27465.710 0.000 7.472 7.472 205224.164 ###

MURO 21603.050 Pi*y 7.472 #VALUE! #VALUE! #VALUE!

0.000 21603.050 (ton) 7.472 #VALUE! #VALUE! #VALUE!

X1 27465.710 0.382 7.472 7.090 194726.811 ###

X2 32433.944 0.335 7.472 7.137 231495.434 ###

X3 27114.796 0.335 7.472 7.137 193530.313 ###

X4 28522.051 0.382 7.472 7.090 202216.073 ###

X5 28522.051 25.666 7.472 18.194 518923.539 ###

X6 27114.796 22.546 7.472 15.074 408728.600 ###

X7 32433.944 22.571 7.472 15.099 489726.817 ###

X8 44368.155 22.571 7.472 15.099 669923.925 ###

X9 44368.155 22.546 7.472 15.074 668805.848 ###

X10 110101.511 25.666 7.472 18.194 ### ###

X11 110101.511 39.378 7.472 31.906 ### ###

X12 112517.283 39.378 7.472 31.906 ### ###

X13 106296.516 136.462 7.472 128.990 ### ###

X14 112517.283 136.462 7.472 128.990 ### ###

X15 Err:509 160.421 7.472 152.949 Err:509 Err:509

Σ= #VALUE!

Muros K X Xcr d Kxd Kd^2

X17 28875.295 13.452 14.000 0.548 15809.801 8656.182

Err:509 28875.295 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 28875.295 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 28875.295 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 28875.295 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 28875.295 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 3031.850 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 10997.169 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 10997.169 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 3031.850 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 81795.275 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 54543.374 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 98652.233 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 54543.374 Err:509 14.000 Err:509 Err:509 Err:509

Σ= Err:509

Σ(K*d^2)= Err:509

4º Piso

Page 29: Análisis edificio de albañilería armada

Muros K Y Ycr d Kxd Kd^2

0.000 27465.710 0.000 7.472 7.472 205224.164 ###

MURO 21603.050 Pi*y 7.472 #VALUE! #VALUE! #VALUE!

0.000 21603.050 (ton) 7.472 #VALUE! #VALUE! #VALUE!

X1 27465.710 0.382 7.472 7.090 194726.811 ###

X2 32433.944 0.335 7.472 7.137 231495.434 ###

X3 27114.796 0.335 7.472 7.137 193530.313 ###

X4 28522.051 0.382 7.472 7.090 202216.073 ###

X5 28522.051 25.666 7.472 18.194 518923.539 ###

X6 27114.796 22.546 7.472 15.074 408728.600 ###

X7 32433.944 22.571 7.472 15.099 489726.817 ###

X8 44368.155 22.571 7.472 15.099 669923.925 ###

X9 44368.155 22.546 7.472 15.074 668805.848 ###

X10 110101.511 25.666 7.472 18.194 ### ###

X11 110101.511 39.378 7.472 31.906 ### ###

X12 112517.283 39.378 7.472 31.906 ### ###

X13 106296.516 136.462 7.472 128.990 ### ###

X14 112517.283 136.462 7.472 128.990 ### ###

X15 Err:509 160.421 7.472 152.949 Err:509 Err:509

Σ= #VALUE!

Muros K X Xcr d Kxd Kd^2

X17 28875.295 13.452 14.000 0.548 15809.801 8656.182

Err:509 28875.295 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 28875.295 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 28875.295 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 28875.295 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 28875.295 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 3031.850 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 10997.169 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 10997.169 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 3031.850 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 81795.275 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 54543.374 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 98652.233 Err:509 14.000 Err:509 Err:509 Err:509

Err:509 54543.374 Err:509 14.000 Err:509 Err:509 Err:509

Σ= Err:509

Σ(K*d^2)= Err:509

RESUMEN CORTANTES POR TORSION EN MUROS

Muros 1º Piso 2º Piso 3º Piso 4º Piso

0.000 Err:509 Err:509 Err:509 Err:509

MURO Err:509 Err:509 Err:509 Err:509

0.000 Err:509 Err:509 Err:509 Err:509

X1 Err:509 Err:509 Err:509 Err:509

X2 Err:509 Err:509 Err:509 Err:509

X3 Err:509 Err:509 Err:509 Err:509

X4 Err:509 Err:509 Err:509 Err:509

X5 Err:509 Err:509 Err:509 Err:509

X6 Err:509 Err:509 Err:509 Err:509

X7 Err:509 Err:509 Err:509 Err:509

X8 Err:509 Err:509 Err:509 Err:509

X9 Err:509 Err:509 Err:509 Err:509

X10 Err:509 Err:509 Err:509 Err:509

X11 Err:509 Err:509 Err:509 Err:509

X12 Err:509 Err:509 Err:509 Err:509

Page 30: Análisis edificio de albañilería armada

X13 Err:509 Err:509 Err:509 Err:509

X14 Err:509 Err:509 Err:509 Err:509

X15 Err:509 Err:509 Err:509 Err:509

X17 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

RESUMEN CORTANTES FINALES EN CADA MURO

Muros 1º Piso 2º Piso 3º Piso 4º Piso

0.000 Err:509 Err:509 Err:509 Err:509

MURO Err:509 Err:509 Err:509 Err:509

0.000 Err:509 Err:509 Err:509 Err:509

X1 Err:509 Err:509 Err:509 Err:509

X2 Err:509 Err:509 Err:509 Err:509

X3 Err:509 Err:509 Err:509 Err:509

X4 Err:509 Err:509 Err:509 Err:509

X5 Err:509 Err:509 Err:509 Err:509

X6 Err:509 Err:509 Err:509 Err:509

X7 Err:509 Err:509 Err:509 Err:509

X8 Err:509 Err:509 Err:509 Err:509

X9 Err:509 Err:509 Err:509 Err:509

X10 Err:509 Err:509 Err:509 Err:509

X11 Err:509 Err:509 Err:509 Err:509

X12 Err:509 Err:509 Err:509 Err:509

X13 Err:509 Err:509 Err:509 Err:509

X14 Err:509 Err:509 Err:509 Err:509

X15 Err:509 Err:509 Err:509 Err:509

X17 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

D T VV V

Page 31: Análisis edificio de albañilería armada

Exc. De Diseño en Y Exc. De

caso 1 caso 2 Diseño

Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509

Err:509 tn.m

Muros Vt

0.000 Err:509

MURO Err:509

0.000 Err:509

X1 Err:509

X2 Err:509

X3 Err:509

X4 Err:509

X5 Err:509

ey

MT =

Page 32: Análisis edificio de albañilería armada

X6 Err:509

X7 Err:509

X8 Err:509

X9 Err:509

X10 Err:509

X11 Err:509

X12 Err:509

X13 Err:509

X14 Err:509

X15 Err:509

Muros Vt

X17 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 tn.m

Muros Vt

0.000 Err:509

MURO Err:509

0.000 Err:509

X1 Err:509

X2 Err:509

X3 Err:509

X4 Err:509

X5 Err:509

X6 Err:509

X7 Err:509

X8 Err:509

X9 Err:509

X10 Err:509

X11 Err:509

X12 Err:509

X13 Err:509

X14 Err:509

X15 Err:509

Muros Vt

X17 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

MT =

Page 33: Análisis edificio de albañilería armada

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 tn.m

Muros Vt

0.000 Err:509

MURO Err:509

0.000 Err:509

X1 Err:509

X2 Err:509

X3 Err:509

X4 Err:509

X5 Err:509

X6 Err:509

X7 Err:509

X8 Err:509

X9 Err:509

X10 Err:509

X11 Err:509

X12 Err:509

X13 Err:509

X14 Err:509

X15 Err:509

Muros Vt

X17 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 tn.m

MT =

MT =

Page 34: Análisis edificio de albañilería armada

Muros Vt

0.000 Err:509

MURO Err:509

0.000 Err:509

X1 Err:509

X2 Err:509

X3 Err:509

X4 Err:509

X5 Err:509

X6 Err:509

X7 Err:509

X8 Err:509

X9 Err:509

X10 Err:509

X11 Err:509

X12 Err:509

X13 Err:509

X14 Err:509

X15 Err:509

Muros Vt

X17 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Err:509 Err:509

Page 35: Análisis edificio de albañilería armada

CARACTERISTICAS DE LOS MATERIALES Pesos Unitarios

Concreto

f'c = 2100 tn/m2 Albañileria

f'm = 650 tn/m2 Piso terminado

v'm = 83 tn/m2 S/c techo tipico

f'b = 1450 tn/m2 8 8.06 Kg/cm^2 ok! S/c Azotea

Ec= 2173707 S/c escalera

Em= 325000 Aligerado

n= 6.688 % Sobre carga

RESISTENCIA AL AGRIETAMIENTO DIAGONAL Peso aligerado tipico =

Peso aligerado Azotea =

para unidades de arcilla Peso losa macisa =

RESUMEN CORTANTES FINALES EN CADA MURO

Muros 1º Piso 2º Piso 3º Piso 4º Piso

0.000 Err:509 Err:509 Err:509 Err:509

MURO Err:509 Err:509 Err:509 Err:509

0.000 Err:509 Err:509 Err:509 Err:509

X1 Err:509 Err:509 Err:509 Err:509

X2 Err:509 Err:509 Err:509 Err:509

X3 Err:509 Err:509 Err:509 Err:509

X4 Err:509 Err:509 Err:509 Err:509

X5 Err:509 Err:509 Err:509 Err:509

X6 Err:509 Err:509 Err:509 Err:509

X7 Err:509 Err:509 Err:509 Err:509

X8 Err:509 Err:509 Err:509 Err:509

X9 Err:509 Err:509 Err:509 Err:509

X10 Err:509 Err:509 Err:509 Err:509

X11 Err:509 Err:509 Err:509 Err:509

X12 Err:509 Err:509 Err:509 Err:509

X13 Err:509 Err:509 Err:509 Err:509

X14 Err:509 Err:509 Err:509 Err:509

X15 Err:509 Err:509 Err:509 Err:509

X17 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

- 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

SeveroSismoDeMV uiui ,

D T VV V

Page 36: Análisis edificio de albañilería armada

Muro 0.00h Piso = 2.40 m. altura de entrepiso Ancho= 0.500 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me α Vm

1 0.000 0.140 0.000 Err:509 Err:509 Err:509 Err:5092 0.000 0.140 0.000 Err:509 Err:509 Err:509 Err:5093 0.000 0.140 0.000 Err:509 Err:509 Err:509 Err:5094 0.000 0.140 0.000 Err:509 Err:509 Err:509 Err:509

Muro MUROh Piso = 2.40 m. altura de entrepiso Ancho= 0.500 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me α Vm

1 4.500 0.140 14.320 Err:509 Err:509 Err:509 Err:5092 4.500 0.140 11.038 Err:509 Err:509 Err:509 Err:5093 4.500 0.140 7.756 Err:509 Err:509 Err:509 Err:5094 4.500 0.140 4.473 Err:509 Err:509 Err:509 Err:509

Muro 0.00h Piso = 2.40 m. altura de entrepiso Ancho= 0.500 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me Diseño por Cº. Aº

1 (m) 0.140 #VALUE! Err:509 Err:5092 (m) 0.140 #VALUE! Err:509 Err:5093 (m) 0.140 #VALUE! Err:509 Err:5094 (m) 0.140 #VALUE! Err:509 Err:509

Muro X1h Piso = 2.40 m. altura de entrepiso Ancho= 0.500 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me MURO MENOR A 1.2m

1 3.475 0.140 11.058 Err:509 Err:5092 3.475 0.140 8.524 Err:509 Err:5093 3.475 0.140 5.989 Err:509 Err:5094 3.475 0.140 3.454 Err:509 Err:509

Muro X2h Piso = 2.40 m. altura de entrepiso Ancho= 0.500 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me α Vm

1 3.050 0.140 9.706 Err:509 Err:509 Err:509 Err:5092 3.050 0.140 7.481 Err:509 Err:509 Err:509 Err:5093 3.050 0.140 5.257 Err:509 Err:509 Err:509 Err:5094 3.050 0.140 3.032 Err:509 Err:509 Err:509 Err:509

Muro X3

h Piso = 2.40 m. altura de entrepiso Ancho= 0.500 m. Ancho Tributario

1

1

e

meiui VV

VV 1

1

e

meiui VV

MM

321

1 e

m

V

VSeveroSismoDeMV uiui ,

Page 37: Análisis edificio de albañilería armada

Piso L(m) t(m) Pg Ve Me α Vm

1 3.050 0.140 12.242 Err:509 Err:509 Err:509 Err:5092 3.050 0.140 9.454 Err:509 Err:509 Err:509 Err:5093 3.050 0.140 6.666 Err:509 Err:509 Err:509 Err:5094 3.050 0.140 3.877 Err:509 Err:509 Err:509 Err:509

Muro X4h Piso = 2.40 m. altura de entrepiso

Piso L(m) t(m) Pg Ve Me MURO MENOR A 1.2m

1 3.475 0.140 8.669 Err:509 Err:5092 3.475 0.140 6.743 Err:509 Err:5093 3.475 0.140 4.816 Err:509 Err:5094 3.475 0.140 2.890 Err:509 Err:509

Muro X5

h Piso = 2.40 m. altura de entrepiso

Piso L(m) t(m) Pg Ve Me MURO MENOR A 1.2m

1 3.825 0.140 12.723 Err:509 Err:5092 3.825 0.140 9.896 Err:509 Err:5093 3.825 0.140 7.069 Err:509 Err:5094 3.825 0.140 4.241 Err:509 Err:509

Muro X6h Piso = 2.40 m. altura de entrepiso Ancho= 1.000 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me Diseño por Cº. Aº

1 3.450 0.140 16.220 Err:509 Err:5092 3.450 0.140 12.462 Err:509 Err:5093 3.450 0.140 8.704 Err:509 Err:5094 3.450 0.140 4.947 Err:509 Err:509

Muro X7

h Piso = 2.40 m. altura de entrepiso Ancho= 1.000 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me Diseño por Cº. Aº

1 3.550 0.140 16.690 Err:509 Err:5092 3.550 0.140 12.823 Err:509 Err:5093 3.550 0.140 8.957 Err:509 Err:5094 3.550 0.140 5.090 Err:509 Err:509

Muro X8

h Piso = 2.40 m. altura de entrepiso

Piso L(m) t(m) Pg Ve Me MURO MENOR A 1.2m

1 3.550 0.140 11.809 Err:509 Err:5092 3.550 0.140 9.185 Err:509 Err:5093 3.550 0.140 6.560 Err:509 Err:5094 3.550 0.140 3.936 Err:509 Err:509

Muro X9h Piso = 2.40 m. altura de entrepiso

Piso L(m) t(m) Pg Ve Me MURO MENOR A 1.2m

1 3.450 0.140 8.607 Err:509 Err:5092 3.450 0.140 6.694 Err:509 Err:5093 3.450 0.140 4.782 Err:509 Err:509

Page 38: Análisis edificio de albañilería armada

4 3.450 0.140 2.869 Err:509 Err:509

Muro X10h Piso = 2.40 m. altura de entrepiso Ancho= 1.000 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me α Vm

1 3.825 0.140 14.802 Err:509 Err:509 Err:509 Err:5092 3.825 0.140 11.343 Err:509 Err:509 Err:509 Err:5093 3.825 0.140 7.883 Err:509 Err:509 Err:509 Err:5094 3.825 0.140 4.424 Err:509 Err:509 Err:509 Err:509

Muro X11h Piso = 2.40 m. altura de entrepiso Ancho= 1.000 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me α Vm

1 4.650 0.140 17.995 Err:509 Err:509 Err:509 Err:5092 4.650 0.140 13.789 Err:509 Err:509 Err:509 Err:5093 4.650 0.140 9.584 Err:509 Err:509 Err:509 Err:5094 4.650 0.140 5.378 Err:509 Err:509 Err:509 Err:509

Muro X12h Piso = 2.40 m. altura de entrepiso Ancho= 0.500 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me Diseño por Cº. Aº

1 4.650 0.140 18.665 Err:509 Err:5092 4.650 0.140 14.414 Err:509 Err:5093 4.650 0.140 10.163 Err:509 Err:5094 4.650 0.140 5.912 Err:509 Err:509

Muro X13h Piso = 2.40 m. altura de entrepiso Ancho= 0.500 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me α Vm

1 9.275 0.140 29.516 Err:509 Err:509 Err:509 Err:5092 9.275 0.140 22.751 Err:509 Err:509 Err:509 Err:5093 9.275 0.140 15.985 Err:509 Err:509 Err:509 Err:5094 9.275 0.140 9.220 Err:509 Err:509 Err:509 Err:509

Muro X14

h Piso = 2.40 m. altura de entrepiso

Piso L(m) t(m) Pg Ve Me MURO MENOR A 1.2m

1 9.275 0.140 30.852 Err:509 Err:5092 9.275 0.140 23.996 Err:509 Err:5093 9.275 0.140 17.140 Err:509 Err:5094 9.275 0.140 10.284 Err:509 Err:509

Muro X15

h Piso = 2.40 m. altura de entrepiso Ancho= 0.500 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me Diseño por Cº. Aº

1 9.450 0.140 37.931 Err:509 Err:5092 9.450 0.140 29.292 Err:509 Err:5093 9.450 0.140 20.653 Err:509 Err:5094 9.450 0.140 12.014 Err:509 Err:509

Muro X17

h Piso = 2.40 m. altura de entrepiso Ancho= 2.080 m. Ancho Tributario

Page 39: Análisis edificio de albañilería armada

Piso L(m) t(m) Pg Ve Me α Vm

1 9.450 0.140 58.461 Err:509 Err:509 Err:509 Err:5092 9.450 0.140 44.596 Err:509 Err:509 Err:509 Err:5093 9.450 0.140 30.731 Err:509 Err:509 Err:509 Err:5094 9.450 0.140 16.866 Err:509 Err:509 Err:509 Err:509

Muro Err:509 Este Muro no cumple con la especificacion de la Norma de que L<5m. Entonces debemos dividir el muroh Piso = 2.40 m. altura de entrepiso Ancho= 2.080 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me α Vm

1 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5092 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5093 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5094 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:509

Muro Y-2(A)h Piso = 2.40 m. altura de entrepiso Ancho= 2.080 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me α Vm

1 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5092 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5093 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5094 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:509

Muro Y-2(B)h Piso = 2.40 m. altura de entrepiso Ancho= 2.080 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me α Vm

1 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5092 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5093 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5094 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:509

Muro Err:509h Piso = 2.40 m. altura de entrepiso Ancho= 4.320 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me α Vm

1 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5092 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5093 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5094 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:509

Muro Err:509h Piso = 2.40 m. altura de entrepiso

Piso L(m) t(m) Pg Ve Me MURO MENOR A 1.2m

1 Err:509 0.140 Err:509 Err:509 Err:5092 Err:509 0.140 Err:509 Err:509 Err:5093 Err:509 0.140 Err:509 Err:509 Err:5094 Err:509 0.140 Err:509 Err:509 Err:509

Muro Err:509

h Piso = 2.40 m. altura de entrepiso

Piso L(m) t(m) Pg Ve Me MURO MENOR A 1.2m

1 Err:509 0.140 Err:509 Err:509 Err:5092 Err:509 0.140 Err:509 Err:509 Err:5093 Err:509 0.140 Err:509 Err:509 Err:5094 Err:509 0.140 Err:509 Err:509 Err:509

Page 40: Análisis edificio de albañilería armada

Muro Err:509h Piso = 2.40 m. altura de entrepiso Ancho= 1.600 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me α Vm

1 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5092 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5093 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5094 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:509

Muro Err:509h Piso = 2.40 m. altura de entrepiso Ancho= 2.080 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me α Vm

1 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5092 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5093 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5094 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:509

Muro Err:509h Piso = 2.40 m. altura de entrepiso Ancho= 1.250 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me α Vm

1 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5092 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5093 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5094 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:509

Muro Err:509h Piso = 2.40 m. altura de entrepiso Ancho= 2.450 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me α Vm

1 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5092 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5093 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5094 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:509

Muro Err:509h Piso = 2.40 m. altura de entrepiso Ancho= 0.750 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me α Vm

1 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5092 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5093 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5094 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:509

Muro Err:509h Piso = 2.40 m. altura de entrepiso

Piso L(m) t(m) Pg Ve Me MURO MENOR A 1.2m

1 Err:509 0.140 Err:509 Err:509 Err:5092 Err:509 0.140 Err:509 Err:509 Err:5093 Err:509 0.140 Err:509 Err:509 Err:5094 Err:509 0.140 Err:509 Err:509 Err:509

Muro Err:509h Piso = 2.40 m. altura de entrepiso Ancho= 0.950 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me α Vm

Page 41: Análisis edificio de albañilería armada

1 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5092 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5093 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5094 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:509

Muro Err:509h Piso = 2.40 m. altura de entrepiso Ancho= 2.250 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me α Vm

1 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5092 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5093 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5094 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:509

Muro Err:509h Piso = 2.40 m. altura de entrepiso Ancho= 1.950 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me α Vm

1 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5092 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5093 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:5094 Err:509 0.140 Err:509 Err:509 Err:509 Err:509 Err:509

Piso Verificacion en X Verificacion en Y

1 Err:509 Err:509 #REF! Err:509 Err:5092 Err:509 Err:509 #REF! Err:509 Err:5093 Err:509 Err:509 #REF! Err:509 Err:5094 Err:509 Err:509 #REF! Err:509 Err:509

- Verificamos la resistencia al corte para cada entre piso :

Eimi VV

XVmi YVmi EiV

Page 42: Análisis edificio de albañilería armada

Pesos Unitarios

2.400

1.800

Piso terminado 0.100

S/c techo tipico 0.200

0.100

0.300

0.300

% Sobre carga 0.250

Peso aligerado tipico = 0.35 CM+25%CV

Peso aligerado Azotea = 0.33 CM+25%CV

Peso losa macisa = 0.53 CM+25%CV

Tn/m3

Tn/m3

Tn/m2

Tn/m2

Tn/m2

Tn/m2

Tn/m2

Tn/m2

Tn/m2

Tn/m2

- 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:

Page 43: Análisis edificio de albañilería armada

Vm1/Ve1= Err:509Vu Mu

Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509

Vm1/Ve1= Err:509Vu Mu

Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509

MURO MENOR A 1.2m

Vm1/Ve1= Err:509Vu Mu

Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509

me VV 55.0

me VV 55.0

me VV 55.0

Page 44: Análisis edificio de albañilería armada

Vm1/Ve1= Err:509Vu Mu

Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509

MURO MENOR A 1.2m

MURO MENOR A 1.2m

MURO MENOR A 1.2m

MURO MENOR A 1.2m

me VV 55.0

Page 45: Análisis edificio de albañilería armada

Vm1/Ve1= Err:509Vu Mu

Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509

Vm1/Ve1= Err:509Vu Mu

Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509

Vm1/Ve1= Err:509Vu Mu

Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509

MURO MENOR A 1.2m

Vm1/Ve1= Err:509

me VV 55.0

me VV 55.0

me VV 55.0

Page 46: Análisis edificio de albañilería armada

Vu Mu

Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509

Este Muro no cumple con la especificacion de la Norma de que L<5m. Entonces debemos dividir el muro

Vm1/Ve1= Err:509Vu Mu

Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509

Vm1/Ve1= Err:509Vu Mu

Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509

Vm1/Ve1= Err:509Vu Mu

Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509

Vm1/Ve1= Err:509Vu Mu

Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509

MURO MENOR A 1.2m

MURO MENOR A 1.2m

me VV 55.0

me VV 55.0

me VV 55.0

me VV 55.0

me VV 55.0

Page 47: Análisis edificio de albañilería armada

Vm1/Ve1= Err:509Vu Mu

Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509

Vm1/Ve1= Err:509Vu Mu

Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509

Vm1/Ve1= Err:509Vu Mu

Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509

Vm1/Ve1= Err:509Vu Mu

Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509

Vm1/Ve1= Err:509Vu Mu

Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509

MURO MENOR A 1.2m

Vm1/Ve1= Err:509Vu 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

Page 48: Análisis edificio de albañilería armada

Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509

Vm1/Ve1= Err:509Vu Mu

Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509

Vm1/Ve1= Err:509Vu Mu

Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509Err:509 Err:509 Err:509

- Verificamos la resistencia al corte para cada entre piso :

me VV 55.0

me VV 55.0

Page 49: Análisis edificio de albañilería armada

DESPLAZAMIENTOS LATERALES(Di/hei)<0.005

EJE X EJE YK ### 172626.33539V 35.91000 35.91000

D= 0.00041 0.00021

0.00017 0.00009

Si pasa Si pasa

Q= Ni*Δvi*hei*R

Q= 0.001933206086 Si pasa

MOMENTOS DE VOLTEO

nivel 4 Err:509 tn/mnivel 3 620.15 tn/mnivel 2 275.62 tn/mnivel 1 68.91 tn/mMv= Err:509

Mr= 3490.34 caso mas critico cuando L=8.79m

Mr/Mv = Err:509 > 1.5 Err:509

Page 50: Análisis edificio de albañilería armada

Fy 4.20 ton/cm2

Fc 0.21 ton/cm2

μ 0.80

Muros

Desc. X1 X2 X5 X6

Ext. Ext. Ext. Ext. Ext. Ext. Ext.

Pg 0.000 14.320 9.706 12.242

Vu = Vm Err:509 Err:509 Err:509 Err:509

Mu Err:509 Err:509 Err:509 Err:509

t efec. 0.140 0.140 0.140 0.140

h 2.400 2.400 2.400 2.400

L 0.000 4.500 3.050 3.050

Lm 0.000 4.500 3.050 3.050

Nc 2 2 2 2

Lt 0.84 0.84 0.84 0.84

Pgt Err:509 19.400 Err:509 Err:509

F Err:509 Err:509 Err:509 Err:509

Pc 0.000 7.160 4.853 6.121

Pt Err:509 5.706 5.820 5.706 Err:509 0.000 Err:509

C Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

T Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Vc Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Columnas de Confinamiento

Ast Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Asf Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

As Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

As usar Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

δ 0.800 0.800 0.800 0.800 0.800 0.800 0.800

An Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Acf Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

15*t 210.000 0.000 210.000 0.000 210.000 210.000 210.000

Ac aprox Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

13x30 13x30 13x17 13x17 13x17 13x17 13x17

Ac 390.000 390.000 221.000 221.000 221.000 221.000 221.000

Av 1.420 1.420 1.420 1.420 1.420 1.420 1.420

tn 13.000 13.000 13.000 13.000 13.000 13.000 13.000

d 17.000 17.000 17.000 17.000 17.000 17.000 17.000

S1 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

S2 18.205 18.205 18.205 18.205 18.205 18.205 18.205

S3 4.250 4.250 4.250 4.250 4.250 4.250 4.250

S4 10.000 10.000 10.000 10.000 10.000 10.000 10.000

S Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Dim Col s/recub

- En el primer piso consideramos que todos los muros se estan agrietando por lo tanto el cortante de diseño para las columnas de confinamiento igual a Vm.

Page 51: Análisis edificio de albañilería armada

Estribos

Vigas solera

Ts Err:509 Err:509 Err:509 Err:509

As Err:509 Err:509 Err:509 Err:509

Acs 280.000 280.000 280.000 280.000

As min 2.840 2.840 2.840 2.840

As Err:509 Err:509 Err:509 Err:509

φ Err:509 Err:509 Err:509 6 var - 3/8"

Estribos

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

Page 52: Análisis edificio de albañilería armada

Muros

X6 X13 X14 X16 Y1

Ext. Ext. Ext. Ext. Ext. Ext. Ext. Ext.

12.242 14.802 17.995 29.516 58.461

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

0.140 0.140 0.140 0.140 0.140

2.400 2.400 2.400 2.400 2.400

3.050 3.825 4.650 9.275 9.450

3.050 3.825 4.650 9.275 9.450

2 2 2 2 2

0.84 Err:509 0.7 1.475 1.025

Err:509 Err:509 Err:509 12.805 13.230

Err:509 Err:509 Err:509 Err:509 Err:509

6.121 7.401 8.997 14.758 29.231

0.000 Err:509 4.500 Err:509 4.124 2.036 3.546 1.435

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Columnas de Confinamiento

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

210.000 210.000 0.000 210.000 0.000 210.000 0.000 210.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

13x17 13x17 13x17 13x17 13x17 13x17 13x17 13x17

221.000 221.000 221.000 221.000 221.000 221.000 221.000 221.000

1.420 1.420 1.420 1.420 1.420 1.420 1.420 1.420

13.000 13.000 13.000 13.000 13.000 13.000 13.000 13.000

17.000 17.000 17.000 17.000 17.000 17.000 17.000 23.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

18.205 18.205 18.205 18.205 18.205 18.205 18.205 18.205

4.250 4.250 4.250 4.250 4.250 4.250 4.250 5.750

10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 5.000

- En el primer piso consideramos que todos los muros se estan agrietando por lo tanto el cortante de diseño para las columnas de confinamiento igual a Vm.

Page 53: Análisis edificio de albañilería armada

Vigas solera

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

280.000 280.000 280.000 280.000 280.000

2.840 2.840 2.840 2.840 2.840

Err:509 Err:509 Err:509 Err:509 Err:509

6 var - 3/8" Err:509 6 var - 3/8" Err:509 6 var - 3/8"

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

Page 54: Análisis edificio de albañilería armada

Muros

Y1 Y2 Y 3 Y6 Y7

Ext. Int Ext. Ext. Ext. Ext. Ext. Ext.

58.461 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

0.140 0.140 0.140 0.140 0.140

2.400 2.400 2.400 2.400 2.400

9.450 Err:509 Err:509 Err:509 Err:509

9.450 Err:509 Err:509 Err:509 Err:509

2 3 2 2 2

1.025 0 2.15 0.84 0.84

13.230 0.000 14.320 13.850 8.590

Err:509 Err:509 Err:509 Err:509 Err:509

29.231 Err:509 Err:509 Err:509 Err:509

0.000 Err:509 Err:509 3.580 0.000 3.463 0.000 3.372

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Columnas de Confinamiento

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

0.000 210.000 0.000 210.000 0.000 210.000 0.000 210.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

13x17 13x17 13x17 13x17 13x17 13x17 13x17 13x17

221.000 221.000 221.000 221.000 221.000 221.000 221.000 221.000

1.420 1.420 1.420 1.420 1.420 1.420 1.420 1.420

13.000 13.000 13.000 13.000 13.000 13.000 13.000 13.000

23.000 73.000 17.000 17.000 17.000 17.000 17.000 17.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

18.205 18.205 18.205 18.205 18.205 18.205 18.205 18.205

5.750 18.250 4.250 4.250 4.250 4.250 4.250 4.250

10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000

5.000 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

- En el primer piso consideramos que todos los muros se estan agrietando por lo tanto el cortante de diseño para las columnas de confinamiento igual a Vm.

Page 55: Análisis edificio de albañilería armada

Vigas solera

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

280.000 280.000 280.000 280.000 280.000

2.840 2.840 2.840 2.840 2.840

Err:509 Err:509 Err:509 Err:509 Err:509

6 var - 3/8" 6 var - 3/8" 6 var - 3/8" 6 var - 3/8" 6 var - 3/8"

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 1@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

Page 56: Análisis edificio de albañilería armada

Muros

Y7 Y8 Y9 Y10 Y12

Ext. Ext. Ext. Ext. Ext. Ext. Ext. Int

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

0.140 0.140 0.140 0.140 0.140

2.400 2.400 2.400 2.400 2.400

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

2 2 2 2 2

0.84 0.84 0.84 0.84 0

8.590 10.700 16.690 8.463 0.000

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

0.000 Err:509 Err:509 8.345 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Columnas de Confinamiento

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

0.000 210.000 0.000 210.000 0.000 210.000 0.000 210.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

13x17 13x17 13x17 13x17 13x17 13x17 13x17 13x17

221.000 221.000 221.000 221.000 221.000 221.000 221.000 221.000

1.420 1.420 1.420 1.420 1.420 1.420 1.420 1.420

13.000 13.000 13.000 13.000 13.000 13.000 13.000 13.000

17.000 17.000 17.000 17.000 17.000 17.000 17.000 17.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

18.205 18.205 18.205 18.205 18.205 18.205 18.205 18.205

4.250 4.250 4.250 4.250 4.250 4.250 4.250 4.250

10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Page 57: Análisis edificio de albañilería armada

Vigas solera

Err:509 Err:509 Err:509

Err:509 Err:509 Err:509

280.000 280.000 280.000

2.840 2.840 2.840

Err:509 Err:509 Err:509

6 var - 3/8" 6 var - 3/8" 6 var - 3/8"

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

Page 58: Análisis edificio de albañilería armada

Y12 Y13 Y14

Ext. Ext. Ext. Ext. Ext.

Err:509 Err:509 Err:509

Err:509 Err:509 Err:509

Err:509 Err:509 Err:509

0.140 0.140 0.140

2.400 2.400 2.400

Err:509 Err:509 Err:509

Err:509 Err:509 Err:509

2 2 2

0 0.84 0.84

0.000 10.700 10.700

Err:509 Err:509 Err:509

Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

0.800 0.800 0.800 0.800 0.800

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

0.000 210.000 0.000 210.000 0.000

Err:509 Err:509 Err:509 Err:509 Err:509

13x17 13x17 13x17 13x17 13x17

221.000 221.000 221.000 221.000 221.000

1.420 1.420 1.420 1.420 1.420

13.000 13.000 13.000 13.000 13.000

17.000 17.000 17.000 17.000 17.000

Err:509 Err:509 Err:509 Err:509 Err:509

18.205 18.205 18.205 18.205 18.205

4.250 4.250 4.250 4.250 4.250

10.000 10.000 10.000 10.000 10.000

Err:509 Err:509 Err:509 Err:509 Err:509

Page 59: Análisis edificio de albañilería armada

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

Page 60: Análisis edificio de albañilería armada

Fy 4.20 ton/cm2

Fc 0.21 ton/cm2

μ 0.80

Muros

Desc. X1 X2 X5 X6

Ext. Ext. Ext. Ext. Ext. Ext. Ext.

Pg 0.000 7.756 5.257 6.666

Vu = Vm Err:509 Err:509 Err:509 Err:509

Mu Err:509 Err:509 Err:509 Err:509

t efec. 0.140 0.140 0.140 0.140

h 2.400 2.400 2.400 2.400

L 0.000 4.500 3.050 3.050

Lm 0.000 4.500 3.050 3.050

Nc 2 2 2 2

Lt 0.84 0.84 0.84 0.84

Pgt Err:509 Err:509 Err:509 Err:509

F Err:509 Err:509 Err:509 Err:509

Pc 0.000 3.878 2.628 3.333

Pt Err:509 5.706 5.820 5.706 Err:509 0.000 Err:509

C Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

T Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Vc Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Columnas de Confinamiento

Ast Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Asf Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

As Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

As usar Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

δ 0.800 0.800 0.800 0.800 0.800 0.800 0.800

An Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Acf Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

15*t 210.000 0.000 210.000 0.000 210.000 210.000 210.000

Ac aprox Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

13x30 13x30 13x17 13x17 13x17 13x17 13x17

Ac 390.000 390.000 221.000 221.000 221.000 221.000 221.000

Av 1.420 1.420 1.420 1.420 1.420 1.420 1.420

tn 13.000 13.000 13.000 13.000 13.000 13.000 13.000

d 17.000 17.000 17.000 17.000 17.000 17.000 17.000

S1 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

S2 18.205 18.205 18.205 18.205 18.205 18.205 18.205

S3 4.250 4.250 4.250 4.250 4.250 4.250 4.250

S4 10.000 10.000 10.000 10.000 10.000 10.000 10.000

S Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Dim Col s/recub

Page 61: Análisis edificio de albañilería armada

Estribos

Vigas solera

Ts Err:509 Err:509 Err:509 Err:509

As Err:509 Err:509 Err:509 Err:509

Acs 280.000 280.000 280.000 280.000

As min 2.840 2.840 2.840 2.840

As Err:509 Err:509 Err:509 Err:509

φ Err:509 Err:509 Err:509 6 var - 3/8"

Estribos

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

Page 62: Análisis edificio de albañilería armada

Muros

X6 X13 X14 X16 Y1

Ext. Ext. Ext. Ext. Ext. Ext. Ext. Ext.

6.666 7.883 9.584 15.985 30.731

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

0.140 0.140 0.140 0.140 0.140

2.400 2.400 2.400 2.400 2.400

3.050 3.825 4.650 9.275 9.450

3.050 3.825 4.650 9.275 9.450

2 2 2 2 2

0.84 Err:509 0.7 1.475 1.025

Err:509 Err:509 Err:509 Err:509 0.000

Err:509 Err:509 Err:509 Err:509 Err:509

3.333 3.942 4.792 7.993 15.366

0.000 Err:509 4.500 Err:509 4.124 Err:509 3.546 0.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Columnas de Confinamiento

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

210.000 210.000 0.000 210.000 0.000 210.000 0.000 210.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

13x17 13x17 13x17 13x17 13x17 13x17 13x17 13x17

221.000 221.000 221.000 221.000 221.000 221.000 221.000 221.000

1.420 1.420 1.420 1.420 1.420 1.420 1.420 1.420

13.000 13.000 13.000 13.000 13.000 13.000 13.000 13.000

17.000 17.000 17.000 17.000 17.000 17.000 17.000 23.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

18.205 18.205 18.205 18.205 18.205 18.205 18.205 18.205

4.250 4.250 4.250 4.250 4.250 4.250 4.250 5.750

10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 5.000

Page 63: Análisis edificio de albañilería armada

Vigas solera

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

280.000 280.000 280.000 280.000 280.000

2.840 2.840 2.840 2.840 2.840

Err:509 Err:509 Err:509 Err:509 Err:509

6 var - 3/8" Err:509 6 var - 3/8" Err:509 6 var - 3/8"

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

Page 64: Análisis edificio de albañilería armada

Muros

Y1 Y2 Y 3 Y6 Y7

Ext. Int Ext. Ext. Ext. Ext. Ext. Ext.

30.731 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

0.140 0.140 0.140 0.140 0.140

2.400 2.400 2.400 2.400 2.400

9.450 Err:509 Err:509 Err:509 Err:509

9.450 Err:509 Err:509 Err:509 Err:509

2 3 2 2 2

1.025 0 2.15 0.84 0.84

0.000 7.883 7.756 7.883 20.653

Err:509 Err:509 Err:509 Err:509 Err:509

15.366 Err:509 Err:509 Err:509 Err:509

0.000 Err:509 Err:509 1.939 0.000 1.971 0.000 8.107

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Columnas de Confinamiento

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

0.000 210.000 0.000 210.000 0.000 210.000 0.000 210.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

13x17 13x17 13x17 13x17 13x17 13x17 13x17 13x17

221.000 221.000 221.000 221.000 221.000 221.000 221.000 221.000

1.420 1.420 1.420 1.420 1.420 1.420 1.420 1.420

13.000 13.000 13.000 13.000 13.000 13.000 13.000 13.000

23.000 73.000 17.000 17.000 17.000 17.000 17.000 17.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

18.205 18.205 18.205 18.205 18.205 18.205 18.205 18.205

5.750 18.250 4.250 4.250 4.250 4.250 4.250 4.250

10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000

5.000 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Page 65: Análisis edificio de albañilería armada

Vigas solera

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

280.000 280.000 280.000 280.000 280.000

2.840 2.840 2.840 2.840 2.840

Err:509 Err:509 Err:509 Err:509 Err:509

6 var - 3/8" 6 var - 3/8" 6 var - 3/8" 6 var - 3/8" 6 var - 3/8"

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 1@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

Page 66: Análisis edificio de albañilería armada

Muros

Y7 Y8 Y9 Y10 Y12

Ext. Ext. Ext. Ext. Ext. Ext. Ext. Int

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

0.140 0.140 0.140 0.140 0.140

2.400 2.400 2.400 2.400 2.400

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

2 2 2 2 2

0.84 0.84 0.84 0.84 0

20.653 6.666 8.957 8.957 7.883

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

0.000 Err:509 Err:509 4.478 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Columnas de Confinamiento

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

0.000 210.000 0.000 210.000 0.000 210.000 0.000 210.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

13x17 13x17 13x17 13x17 13x17 13x17 13x17 13x17

221.000 221.000 221.000 221.000 221.000 221.000 221.000 221.000

1.420 1.420 1.420 1.420 1.420 1.420 1.420 1.420

13.000 13.000 13.000 13.000 13.000 13.000 13.000 13.000

17.000 17.000 17.000 17.000 17.000 17.000 17.000 17.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

18.205 18.205 18.205 18.205 18.205 18.205 18.205 18.205

4.250 4.250 4.250 4.250 4.250 4.250 4.250 4.250

10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Page 67: Análisis edificio de albañilería armada

Vigas solera

Err:509 Err:509 Err:509

Err:509 Err:509 Err:509

280.000 280.000 280.000

2.840 2.840 2.840

Err:509 Err:509 Err:509

6 var - 3/8" 6 var - 3/8" 6 var - 3/8"

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

Page 68: Análisis edificio de albañilería armada

Y12 Y13 Y14

Ext. Ext. Ext. Ext. Ext.

Err:509 Err:509 Err:509

Err:509 Err:509 Err:509

Err:509 Err:509 Err:509

0.140 0.140 0.140

2.400 2.400 2.400

Err:509 Err:509 Err:509

Err:509 Err:509 Err:509

2 2 2

0 0.84 0.84

7.883 7.756 9.584

Err:509 Err:509 Err:509

Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

0.800 0.800 0.800 0.800 0.800

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

0.000 210.000 0.000 210.000 0.000

Err:509 Err:509 Err:509 Err:509 Err:509

13x17 13x17 13x17 13x17 13x17

221.000 221.000 221.000 221.000 221.000

1.420 1.420 1.420 1.420 1.420

13.000 13.000 13.000 13.000 13.000

17.000 17.000 17.000 17.000 17.000

Err:509 Err:509 Err:509 Err:509 Err:509

18.205 18.205 18.205 18.205 18.205

4.250 4.250 4.250 4.250 4.250

10.000 10.000 10.000 10.000 10.000

Err:509 Err:509 Err:509 Err:509 Err:509

Page 69: Análisis edificio de albañilería armada

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

Page 70: Análisis edificio de albañilería armada

Fy 4.20 ton/cm2

Fc 0.21 ton/cm2

μ 0.80

Muros

Desc. X1 X2 X5 X6

Ext. Ext. Ext. Ext. Ext. Ext. Ext.

Pg 0.000 4.473 3.032 3.877

Vu = Vm Err:509 Err:509 Err:509 Err:509

Mu Err:509 Err:509 Err:509 Err:509

t efec. 0.140 0.140 0.140 0.140

h 2.400 2.400 2.400 2.400

L 0.000 4.500 3.050 3.050

Lm 0.000 4.500 3.050 3.050

Nc 2 2 2 2

Lt 0.84 0.84 0.84 0.84

Pgt Err:509 Err:509 Err:509 Err:509

F Err:509 Err:509 Err:509 Err:509

Pc 0.000 2.237 1.516 1.939

Pt Err:509 5.706 5.820 5.706 Err:509 0.000 Err:509

C Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

T Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Vc Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Columnas de Confinamiento

Ast Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Asf Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

As Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

As usar Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

δ 0.800 0.800 0.800 0.800 0.800 0.800 0.800

An Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Acf Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

15*t 210.000 0.000 210.000 0.000 210.000 210.000 210.000

Ac aprox Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

13x30 13x30 13x17 13x17 13x17 13x17 13x17

Ac 390.000 390.000 221.000 221.000 221.000 221.000 221.000

Av 1.420 1.420 1.420 1.420 1.420 1.420 1.420

tn 13.000 13.000 13.000 13.000 13.000 13.000 13.000

d 17.000 17.000 17.000 17.000 17.000 17.000 17.000

S1 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

S2 18.205 18.205 18.205 18.205 18.205 18.205 18.205

S3 4.250 4.250 4.250 4.250 4.250 4.250 4.250

S4 10.000 10.000 10.000 10.000 10.000 10.000 10.000

S Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Dim Col s/recub

Page 71: Análisis edificio de albañilería armada

Estribos

Vigas solera

Ts Err:509 Err:509 Err:509 Err:509

As Err:509 Err:509 Err:509 Err:509

Acs 280.000 280.000 280.000 280.000

As min 2.840 2.840 2.840 2.840

As Err:509 Err:509 Err:509 Err:509

φ Err:509 Err:509 Err:509 6 var - 3/8"

Estribos

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

Page 72: Análisis edificio de albañilería armada

Muros

X6 X13 X14 X16 Y1

Ext. Ext. Ext. Ext. Ext. Ext. Ext. Ext.

3.877 4.424 5.378 9.220 16.866

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

0.140 0.140 0.140 0.140 0.140

2.400 2.400 2.400 2.400 2.400

3.050 3.825 4.650 9.275 9.450

3.050 3.825 4.650 9.275 9.450

2 2 2 2 2

0.84 Err:509 0.7 1.475 1.025

Err:509 Err:509 Err:509 Err:509 0.000

Err:509 Err:509 Err:509 Err:509 Err:509

1.939 2.212 2.689 4.610 8.433

0.000 Err:509 4.500 Err:509 4.124 Err:509 3.546 0.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Columnas de Confinamiento

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

210.000 210.000 0.000 210.000 0.000 210.000 0.000 210.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

13x17 13x17 13x17 13x17 13x17 13x17 13x17 13x17

221.000 221.000 221.000 221.000 221.000 221.000 221.000 221.000

1.420 1.420 1.420 1.420 1.420 1.420 1.420 1.420

13.000 13.000 13.000 13.000 13.000 13.000 13.000 13.000

17.000 17.000 17.000 17.000 17.000 17.000 17.000 23.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

18.205 18.205 18.205 18.205 18.205 18.205 18.205 18.205

4.250 4.250 4.250 4.250 4.250 4.250 4.250 5.750

10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 5.000

Page 73: Análisis edificio de albañilería armada

Vigas solera

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

280.000 280.000 280.000 280.000 280.000

2.840 2.840 2.840 2.840 2.840

Err:509 Err:509 Err:509 Err:509 Err:509

6 var - 3/8" Err:509 6 var - 3/8" Err:509 6 var - 3/8"

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

Page 74: Análisis edificio de albañilería armada

Muros

Y1 Y2 Y 3 Y6 Y7

Ext. Int Ext. Ext. Ext. Ext. Ext. Ext.

16.866 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

0.140 0.140 0.140 0.140 0.140

2.400 2.400 2.400 2.400 2.400

9.450 Err:509 Err:509 Err:509 Err:509

9.450 Err:509 Err:509 Err:509 Err:509

2 3 2 2 2

1.025 0 2.15 0.84 0.84

0.000 4.424 4.473 4.424 12.014

Err:509 Err:509 Err:509 Err:509 Err:509

8.433 Err:509 Err:509 Err:509 Err:509

0.000 Err:509 Err:509 1.118 0.000 1.106 0.000 4.716

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Columnas de Confinamiento

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

0.000 210.000 0.000 210.000 0.000 210.000 0.000 210.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

13x17 13x17 13x17 13x17 13x17 13x17 13x17 13x17

221.000 221.000 221.000 221.000 221.000 221.000 221.000 221.000

1.420 1.420 1.420 1.420 1.420 1.420 1.420 1.420

13.000 13.000 13.000 13.000 13.000 13.000 13.000 13.000

23.000 73.000 17.000 17.000 17.000 17.000 17.000 17.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

18.205 18.205 18.205 18.205 18.205 18.205 18.205 18.205

5.750 18.250 4.250 4.250 4.250 4.250 4.250 4.250

10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000

5.000 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Page 75: Análisis edificio de albañilería armada

Vigas solera

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

280.000 280.000 280.000 280.000 280.000

2.840 2.840 2.840 2.840 2.840

Err:509 Err:509 Err:509 Err:509 Err:509

6 var - 3/8" 6 var - 3/8" 6 var - 3/8" 6 var - 3/8" 6 var - 3/8"

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 1@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

Page 76: Análisis edificio de albañilería armada

Muros

Y7 Y8 Y9 Y10 Y12

Ext. Ext. Ext. Ext. Ext. Ext. Ext. Int

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

0.140 0.140 0.140 0.140 0.140

2.400 2.400 2.400 2.400 2.400

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

2 2 2 2 2

0.84 0.84 0.84 0.84 0

12.014 3.877 5.090 5.090 4.424

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

0.000 Err:509 Err:509 2.545 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Columnas de Confinamiento

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

0.000 210.000 0.000 210.000 0.000 210.000 0.000 210.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

13x17 13x17 13x17 13x17 13x17 13x17 13x17 13x17

221.000 221.000 221.000 221.000 221.000 221.000 221.000 221.000

1.420 1.420 1.420 1.420 1.420 1.420 1.420 1.420

13.000 13.000 13.000 13.000 13.000 13.000 13.000 13.000

17.000 17.000 17.000 17.000 17.000 17.000 17.000 17.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

18.205 18.205 18.205 18.205 18.205 18.205 18.205 18.205

4.250 4.250 4.250 4.250 4.250 4.250 4.250 4.250

10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000

Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509

Page 77: Análisis edificio de albañilería armada

Vigas solera

Err:509 Err:509 Err:509

Err:509 Err:509 Err:509

280.000 280.000 280.000

2.840 2.840 2.840

Err:509 Err:509 Err:509

6 var - 3/8" 6 var - 3/8" 6 var - 3/8"

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

1/4"" 1@5, 4@10,rto.@25cm

Page 78: Análisis edificio de albañilería armada

Y12 Y13 Y14

Ext. Ext. Ext. Ext. Ext.

Err:509 Err:509 Err:509

Err:509 Err:509 Err:509

Err:509 Err:509 Err:509

0.140 0.140 0.140

2.400 2.400 2.400

Err:509 Err:509 Err:509

Err:509 Err:509 Err:509

2 2 2

0 0.84 0.84

4.424 4.473 5.378

Err:509 Err:509 Err:509

Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

0.800 0.800 0.800 0.800 0.800

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

Err:509 Err:509 Err:509 Err:509 Err:509

0.000 210.000 0.000 210.000 0.000

Err:509 Err:509 Err:509 Err:509 Err:509

13x17 13x17 13x17 13x17 13x17

221.000 221.000 221.000 221.000 221.000

1.420 1.420 1.420 1.420 1.420

13.000 13.000 13.000 13.000 13.000

17.000 17.000 17.000 17.000 17.000

Err:509 Err:509 Err:509 Err:509 Err:509

18.205 18.205 18.205 18.205 18.205

4.250 4.250 4.250 4.250 4.250

10.000 10.000 10.000 10.000 10.000

Err:509 Err:509 Err:509 Err:509 Err:509

Page 79: Análisis edificio de albañilería armada

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm

1/4" 5@ 5, 4 @ 10, rto. 25

cm