albaÑileria confinada

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ANALISIS Y DISEÑO DE UN EDIFICIO DE ALBAÑILERIA ARMADA Y CONFINADA I.- CARACTERISTICAS DEL EDIFICIO 10 24 La figuara corresponde a una planta de un edificio de 3 niveles destinado a uso de vivienda ubicado en Moquegua se pide diseñar los muros en X y Y bajo SALA COMEDOR BAÑO D O RM ITO RIO 1 BAÑO D O RM ITO RIO PR IN C IPAL SALA SALA D O RM ITO R IO 3 H ALL LAVANDERIA

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Page 1: ALBAÑILERIA CONFINADA

ANALISIS Y DISEÑO DE UN EDIFICIO DE ALBAÑILERIA ARMADA Y CONFINADA

I.- CARACTERISTICAS DEL EDIFICIO

10

24

La figuara corresponde a una planta de un edificio de 3 niveles destinado a uso de vivienda ubicado en Moquegua se pide diseñar los muros en X y Y bajo las siguientes condiciones.

SALA

COMEDOR

BAÑO

DORMITORIO 1

BAÑO

DORMITORIOPRINCIPAL

SALA

SALA

DORMITORIO 3

HALL

LAVANDERIA

Page 2: ALBAÑILERIA CONFINADA

1.1 Caracteristicas Geometricas

Atura libre de Albañileria : 2.5 m

por estar ubicado en zona sismica se considerara:

250 = 12.5 = 0.12520

Predimensionamiento de losas Macizas

h = 12 o 13 cm para luces menores o iguales a 4 mtsh = 15 cm para luces menores o iguales a 5.5 mtsh = 20 cm o Para luces menores o iguales a 6.5 mts

h losa = 0.15

1.2 Caracteristicas de los materiales

Resistencia nominal a la compresion f'c : 175 Kg/cm2 0.175 ton / cm2

Modulo de elasticidad :Ec 15000 Kg/cm = Ec = 198431.348 kg/cm2

Acero:Esfuerzo de fluencia Fy = 4200 Kg / cm 2 4.2 ton/cm2

Albañileria:f'm = 65 kg/ cm2 Em = 32500 kg/cm2Modulo de corte Gm = 0.4*Em Gm = 13000 kg/ cm

1.3 Cargas Unitarias

Concreto armado 2.4 ton/ m3 Losa maciza 2.4 ton/ m3 x 0.15 = 0.360 ton /m 2Sobrecarga de Azotea 0.1 ton/m2 Sobrecarga de Vivienda 0.25 ton/m2 Muros de albañileria tarrajeada 1.8 tn/m2 x

2.- ESTRUCTURACION

Niveles = 3 pisosH. Total = 7.5 mArea = 220 m2

2.3 Relación largo ancho :

IDEAL : LARGO = ANCHO

Se consideraran las siguientes dimensiones en las estructuras; en cuanto al espesor efectivo se verificara que cumpla con lo dispuesto en la Norma.

Los materiales que se emplearan en esta construccion de este edificio presentan las siguientes caracteristicas:

Concreto: Según reglamento se utilizara f'c > 175Kg/cm2

20

ht

Page 3: ALBAÑILERIA CONFINADA

ACEPTABLE: LARGO < 4* ANCH 24 < 40 AceptableMALO : LARGO > 4* ANCHO

2.4 Relación altura - ancho :

IDEAL : ALTURA < ANCHOACEPTABLE: ALTURA < 3* ANC 7.5 < 30 AceptableMALO : ALTURA > 3* ANCHO

2.5 Competencia torsional :

IDEAL : LARGO = ANCHOACEPTABLE: LARGO < 4* ANCH 24 < 40 AceptableMALO : LARGO > 4* ANCHO

ESTRUCTURACION EN PLANTA 2.6 Densidad Minima de muros

Donde:Z = factor de zona 0.4U = factor de uso 1S = factor de suelo 1.4N = numero de pisos 3

Ap = area de la plnata tipica 220L = longitud del muro confinado t = espesor efectivo del muro 0.14

0.030

MUROS EN X MUROS EN Y MURO L (m) t (m) Ac(m2) MURO L (m) t (m) Ac(m2)

MURO X-1 2.4 0.14 0.336 MURO Y-1 5.30 0.14 0.742MURO X-2 3.5 0.14 0.49 MURO Y-2 3.70 0.14 0.518MURO X-3 3 0.14 0.42 MURO Y-3 4.05 0.14 0.567MURO X-4 1.9 0.14 0.266 MURO Y-4 4.10 0.14 0.574MURO X-5 1.65 0.14 0.231 MURO Y-5 8.00 0.14 1.12MURO X-6 2 0.14 0.28 MURO Y-6 4.40 0.14 0.616MURO X-7 1.95 0.14 0.273 MURO Y-7 10.43 0.14 1.46MURO X-8 1.48 0.14 0.207 MURO Y-8 2.50 0.14 0.35

PLACA Y-1 2.50 0.85 2.137PLACA Y-2 2.50 0.85 2.137MURO Y-9 4.10 0.14 0.574

MURO Y-10 4.25 0.14 0.595MURO Y-11 2.00 0.14 0.28MURO Y-12 6.19 0.14 0.867MURO Y-13 1.60 0.14 0.224

Area de corte 2.503 12.76

Ls densidad Minima de muros a reforzar en cada direccion del edificio se obtendra mediante la siguiente expresion

S L*t= S L*t=

56

*

....

..... ZUSN

Ap

tL

tipicaplantaladeArea

reforzadosmurosdeloscortedearea

Ap

tL

tipicaplantaladeArea

reforzadosmurosdeloscortedearea *

....

.....

Page 4: ALBAÑILERIA CONFINADA

Para X : 0.011 > 0.030 cambiar seccionPara Y : 0.058 > 0.030 ok

0.855

MUROS EN X MUROS EN Y MURO L (m) t (m) Ac(m2) MURO L (m) t (m) Ac(m2)

PLACA X-1 2.4 0.855 2.051 MURO Y-1 5.30 0.14 5.44MURO X-1 3.5 0.14 0.49 MURO Y-2 3.70 0.14 3.84MURO X-2 3 0.14 0.42 MURO Y-3 4.05 0.14 4.19MURO X.3 1.9 0.14 0.266 MURO Y-4 4.10 0.14 4.24PLACA X-2 1.65 0.855 1.41 MURO Y-5 8.00 0.14 8.14MURO X-4 2 0.14 0.28 MURO Y-6 4.40 0.14 4.54MURO X-5 1.95 0.14 0.273 MURO Y-7 10.43 0.14 10.57PLACA X-3 1.48 0.85 1.265 MURO Y-8 2.50 0.14 2.64

PLACA Y-1 2.50 0.85 3.356.76 PLACA Y-2 2.50 0.85 3.35

MURO Y-9 4.10 0.14 4.2417.88 MURO Y-10 4.25 0.14 4.39

MURO Y-11 2.00 0.14 2.142 MURO Y-12 6.19 0.14 6.33 65.62

12 MURO Y-13 1.60 0.14 1.744.086.16 69.142.033.23 Para X : 0.031 > 0.030 ok

Para Y : 0.058 > 0.030 ok

PREDIMENSIONAMIENTO DE VIGAS

Segun el reglamento peruano de concreto armado ( norma E. 060 )

La norma peruana de concreto armado indican que las vigas deben de tener un ancho minimo de 0.25 m. para el caso de que estas formen parte de porticos o elementos sismoresistentes de estructuras de concreto armado.

V - 1 Vigas principales que soportan el peso de la losa

lucesh Dimensiones Dimen. Final

(L/10 b h b h

En los Muros X-1; X-5; X-8 se Convertiran a placas por lo tanto se transformara su muro de concreto a albañileria

S L*t=

S L*t=

b1=(0.3*h)

b2=(0.5*h)

tEm

Ect *

Page 5: ALBAÑILERIA CONFINADA

6 0.55 0.16 0.27 0.27 0.55 0.30 0.60 V - 1

5.4 0.49 0.15 0.25 0.25 0.49 0.25 0.50 V - 2

4.1 0.37 0.11 0.19 0.19 0.37 0.20 0.40 V - 3

4 0.36 0.11 0.18 0.18 0.36 0.20 0.40 V - 3

3.93 0.36 0.11 0.18 0.18 0.36 0.20 0.40 V - 3

3.85 0.35 0.11 0.18 0.18 0.35 0.20 0.35 V - 4

3.6 0.33 0.10 0.16 0.16 0.33 0.20 0.35 V - 4

3.43 0.31 0.09 0.16 0.16 0.31 0.20 0.35 V - 4

3.1 0.28 0.08 0.14 0.14 0.28 0.15 0.30 V - 5

2.93 0.27 0.08 0.13 0.13 0.27 0.15 0.30 V - 5

2.78 0.25 0.08 0.13 0.13 0.25 0.15 0.25 V - 6

2.7 0.25 0.07 0.12 0.12 0.25 0.15 0.25 V - 6

2.5 0.23 0.07 0.11 0.11 0.23 0.15 0.25 V - 6

2.35 0.21 0.06 0.11 0.11 0.21 0.15 0.25 V - 6

2.25 0.20 0.06 0.10 0.10 0.20 0.15 0.20 V - 7

2.2 0.20 0.06 0.10 0.10 0.20 0.15 0.20 V - 7

2 0.18 0.05 0.09 0.09 0.18 0.15 0.20 V - 7

1.98 0.18 0.05 0.09 0.09 0.18 0.15 0.20 V - 7

1.93 0.18 0.05 0.09 0.09 0.18 0.15 0.20 V - 7

1.83 0.17 0.05 0.08 0.08 0.17 0.15 0.20 V - 7

1.63 0.15 0.04 0.07 0.07 0.15 0.15 0.15 V - 8

1 0.09 0.03 0.05 0.05 0.09 0.15 0.15 V - 8

1.15 0.10 0.03 0.05 0.05 0.10 0.15 0.15 V - 8

Page 6: ALBAÑILERIA CONFINADA

3. METRADO DE CARGAS

t = 0.14t losa = 0.15

h = 2.5P especifico = 1.8 f'm (tn / m2)= 650

P esp. Concreto = 2.4 Em (tn/m2) = 325000 tn/ m 2

1ER NIVEL

Elemento t h L Peso esp. X Y Wo X Wo Y

PLACA X-1 0.85 2.5 2.400 1.8 9.23 1.57 7.53 14.49 69.51MURO X-1 0.14 2.5 3.500 1.8 2.21 8.29 7.93 18.28 17.49MURO X-2 0.14 2.5 3.000 1.8 1.89 1.50 11.50 2.84 21.74MURO X.3 0.14 2.5 1.900 1.8 1.20 7.04 12.43 8.43 14.88PLACA X-2 0.85 2.5 1.650 1.8 6.35 0.90 13.48 5.71 85.55MURO X-4 0.14 2.5 2.000 1.8 1.26 2.25 14.33 2.84 18.06MURO X-5 0.14 2.5 1.950 1.8 1.23 8.05 13.78 9.89 16.93PLACA X-3 0.85 2.5 1.480 1.8 5.69 9.04 18.63 51.46 106.06MURO Y-1 0.14 2.5 5.300 1.8 3.34 0.08 2.65 0.25 8.85MURO Y-2 0.14 2.5 3.700 1.8 2.33 2.33 5.68 5.42 13.23MURO Y-3 0.14 2.5 4.050 1.8 2.55 4.08 2.05 10.40 5.23MURO Y-4 0.14 2.5 4.100 1.8 2.58 4.68 6.05 12.08 15.63MURO Y-5 0.14 2.5 8.000 1.8 5.04 10.08 4.00 50.78 20.16MURO Y-6 0.14 2.5 4.400 1.8 2.77 0.08 14.78 0.21 40.96MURO Y-7 0.14 2.5 10.425 1.8 6.57 4.08 16.64 26.76 109.27MURO Y-8 0.14 2.5 2.500 1.8 1.58 6.15 11.25 9.69 17.72PLACA Y-1 0.85 2.5 2.500 1.8 9.62 7.93 10.93 76.21 105.06PLACA Y-2 0.85 2.5 2.500 1.8 9.62 10.08 11.25 96.88 108.18MURO Y-9 0.14 2.5 4.100 1.8 2.58 7.15 15.75 18.47 40.68

MURO Y-10 0.14 2.5 4.250 1.8 2.68 10.08 16.70 26.98 44.71MURO Y-11 0.14 2.5 2.000 1.8 1.26 8.15 20.78 10.27 26.18MURO Y-12 0.14 2.5 6.190 1.8 3.90 2.41 24.55 9.40 95.74MURO Y-13 0.14 2.5 1.600 1.8 1.01 0.08 7.20 0.08 7.26

X - 11 0.14 2.5 1.200 1.8 0.76 0.75 3.98 0.57 3.01X - 12 0.14 2.5 0.600 1.8 0.38 2.70 3.98 1.02 1.50X - 13 0.14 2.5 0.600 1.8 0.38 4.45 3.98 1.68 1.50

PESO TOTAL (Wo)

Page 7: ALBAÑILERIA CONFINADA

X - 14 0.14 2.5 0.600 1.8 0.38 2.70 6.50 1.02 2.46X - 15 0.14 2.5 0.600 1.8 0.38 4.30 6.50 1.63 2.46X - 16 0.14 2.5 0.600 1.8 0.38 4.30 7.50 1.63 2.84X - 17 0.14 2.5 0.720 1.8 0.45 6.59 10.08 2.99 4.57X - 18 0.14 2.5 0.930 1.8 0.59 4.61 11.50 2.70 6.74X - 19 0.14 2.5 1.130 1.8 0.71 9.44 14.78 6.72 10.52X - 20 0.14 2.5 1.130 1.8 0.71 9.44 16.00 6.72 11.39X - 21 0.14 2.5 0.650 1.8 0.41 7.55 16.00 3.09 6.55Y - 12 0.14 2.5 0.700 1.8 0.44 1.58 3.98 0.69 1.75

ALFEIZ - 1 0.14 1.8 1.100 1.8 0.50 0.08 5.85 0.04 2.92ALFEIZ - 2 0.14 1.8 1.000 1.8 0.45 0.08 12.07 0.03 5.48ALFEIZ - 3 0.14 1.8 0.850 1.8 0.39 8.95 14.28 3.45 5.50ALFEIZ - 4 0.14 1 0.760 1.8 0.19 4.96 17.73 0.95 3.39ALFEIZ - 5 0.14 1 0.530 1.8 0.13 5.69 18.66 0.76 2.49ALFEIZ - 6 0.14 1 1.610 1.8 0.41 4.96 18.93 2.01 7.68ALFEIZ - 7 0.14 1 0.850 1.8 0.21 0.58 18.93 0.12 4.05ALFEIZ - 8 0.14 1 2.150 1.8 0.54 4.08 22.90 2.21 12.41ALFEIZ - 9 0.14 1 1.070 1.8 0.27 3.60 24.12 0.97 6.50

LOSA 0.15 220 1.000 2.4 105.60 5.00 12.00 528.00 1267.20201.13 1036.79 2381.97

5.155 Excentricidad calculada

ex = -0.475

11.843 ey = -0.105

2

Elemento t h L Peso esp. X Y Wo X Wo Y

PLACA X-1 0.85 2.5 2.400 1.8 9.23 1.57 7.53 14.49 69.51MURO X-1 0.14 2.5 3.500 1.8 2.21 8.29 7.93 18.28 17.49MURO X-2 0.14 2.5 3.000 1.8 1.89 1.50 11.50 2.84 21.74MURO X.3 0.14 2.5 1.900 1.8 1.20 7.04 12.43 8.43 14.88PLACA X-2 0.85 2.5 1.650 1.8 6.35 0.90 13.48 5.71 85.55MURO X-4 0.14 2.5 2.000 1.8 1.26 2.25 14.33 2.84 18.06MURO X-5 0.14 2.5 1.950 1.8 1.23 8.05 13.78 9.89 16.93PLACA X-3 0.85 2.5 1.480 1.8 5.69 9.04 18.63 51.46 106.06MURO Y-1 0.14 2.5 5.300 1.8 3.34 0.08 2.65 0.25 8.85MURO Y-2 0.14 2.5 3.700 1.8 2.33 2.33 5.68 5.42 13.23

S Wo = S Wo*X = S Wo*Y

PESO TOTAL (Wo)

SS

Wo

WoXXCM

S

S

Ky

XKyXCR

*

SS

Wo

WoYYCM

S

SKx

YKxYCR

*

Page 8: ALBAÑILERIA CONFINADA

MURO Y-3 0.14 2.5 4.050 1.8 2.55 4.08 2.05 10.40 5.23MURO Y-4 0.14 2.5 4.100 1.8 2.58 4.68 6.05 12.08 15.63MURO Y-5 0.14 2.5 8.000 1.8 5.04 10.08 4.00 50.78 20.16MURO Y-6 0.14 2.5 4.400 1.8 2.77 0.08 14.78 0.21 40.96MURO Y-7 0.14 2.5 10.425 1.8 6.57 4.08 16.64 26.76 109.27MURO Y-8 0.14 2.5 2.500 1.8 1.58 6.15 11.25 9.69 17.72PLACA Y-1 0.85 2.5 2.500 1.8 9.62 7.93 10.93 76.21 105.06PLACA Y-2 0.85 2.5 2.500 1.8 9.62 10.08 11.25 96.88 108.18MURO Y-9 0.14 2.5 4.100 1.8 2.58 7.15 15.75 18.47 40.68MURO Y-10 0.14 2.5 4.250 1.8 2.68 10.08 16.70 26.98 44.71MURO Y-11 0.14 2.5 2.000 1.8 1.26 8.15 20.78 10.27 26.18MURO Y-12 0.14 2.5 6.190 1.8 3.90 2.41 24.55 9.40 95.74MURO Y-13 0.14 2.5 1.600 1.8 1.01 0.08 7.20 0.08 7.26

X - 11 0.14 2.5 1.200 1.8 0.76 0.75 3.98 0.57 3.01X - 12 0.14 2.5 0.600 1.8 0.38 2.70 3.98 1.02 1.50X - 13 0.14 2.5 0.600 1.8 0.38 4.45 3.98 1.68 1.50X - 14 0.14 2.5 0.600 1.8 0.38 2.70 6.50 1.02 2.46X - 15 0.14 2.5 0.600 1.8 0.38 4.30 6.50 1.63 2.46X - 16 0.14 2.5 0.600 1.8 0.38 4.30 7.50 1.63 2.84X - 17 0.14 2.5 0.720 1.8 0.45 6.59 10.08 2.99 4.57X - 18 0.14 2.5 0.930 1.8 0.59 4.61 11.50 2.70 6.74X - 19 0.14 2.5 1.130 1.8 0.71 9.44 14.78 6.72 10.52X - 20 0.14 2.5 1.130 1.8 0.71 9.44 16.00 6.72 11.39X - 21 0.14 2.5 0.650 1.8 0.41 7.55 16.00 3.09 6.55Y - 12 0.14 2.5 0.700 1.8 0.44 1.58 3.98 0.69 1.75

ALFEIZ - 1 0.14 1.8 1.100 1.8 0.50 0.08 5.85 0.04 2.92ALFEIZ - 2 0.14 1.8 1.000 1.8 0.45 0.08 12.07 0.03 5.48ALFEIZ - 3 0.14 1.8 0.850 1.8 0.39 8.95 14.28 3.45 5.50ALFEIZ - 4 0.14 1 0.760 1.8 0.19 4.96 17.73 0.95 3.39ALFEIZ - 5 0.14 1 0.530 1.8 0.13 5.69 18.66 0.76 2.49ALFEIZ - 6 0.14 1 1.610 1.8 0.41 4.96 18.93 2.01 7.68ALFEIZ - 7 0.14 1 0.850 1.8 0.21 0.58 18.93 0.12 4.05ALFEIZ - 8 0.14 1 2.150 1.8 0.54 4.08 22.90 2.21 12.41

ALFEIZ - 9 0.14 1 1.070 1.8 0.27 3.60 24.12 0.97 6.50

LOSA 0.15 220 1.000 2.4 105.60 5.00 12.00 528.00 1267.20

201.13 1036.79 2381.97

5.155

Excentricidad calculada

ex = -0.475

S Wo = S Wo*X = S Wo*Y

SS

Wo

WoXXCM

SS

Wo

WoYYCM

Page 9: ALBAÑILERIA CONFINADA

11.843 ey = -0.105

3ER NIVEL

Elemento t h L Peso esp. X Y Wo X Wo Y

PLACA X-1 0.85 2.5 2.400 1.8 9.23 1.57 7.53 14.49 69.51MURO X-1 0.14 2.5 3.500 1.8 2.21 8.29 7.93 18.28 17.49MURO X-2 0.14 2.5 3.000 1.8 1.89 1.50 11.50 2.84 21.74MURO X.3 0.14 2.5 1.900 1.8 1.20 7.04 12.43 8.43 14.88PLACA X-2 0.85 2.5 1.650 1.8 6.35 0.90 13.48 5.71 85.55MURO X-4 0.14 2.5 2.000 1.8 1.26 2.25 14.33 2.84 18.06MURO X-5 0.14 2.5 1.950 1.8 1.23 8.05 13.78 9.89 16.93PLACA X-3 0.85 2.5 1.480 1.8 5.69 9.04 18.63 51.46 106.06MURO Y-1 0.14 2.5 5.300 1.8 3.34 0.08 2.65 0.25 8.85MURO Y-2 0.14 2.5 3.700 1.8 2.33 2.33 5.68 5.42 13.23MURO Y-3 0.14 2.5 4.050 1.8 2.55 4.08 2.05 10.40 5.23MURO Y-4 0.14 2.5 4.100 1.8 2.58 4.68 6.05 12.08 15.63MURO Y-5 0.14 2.5 8.000 1.8 5.04 10.08 4.00 50.78 20.16MURO Y-6 0.14 2.5 4.400 1.8 2.77 0.08 14.78 0.21 40.96MURO Y-7 0.14 2.5 10.425 1.8 6.57 4.08 16.64 26.76 109.27MURO Y-8 0.14 2.5 2.500 1.8 1.58 6.15 11.25 9.69 17.72PLACA Y-1 0.85 2.5 2.500 1.8 9.62 7.93 10.93 76.21 105.06PLACA Y-2 0.85 2.5 2.500 1.8 9.62 10.08 11.25 96.88 108.18MURO Y-9 0.14 2.5 4.100 1.8 2.58 7.15 15.75 18.47 40.68MURO Y-10 0.14 2.5 4.250 1.8 2.68 10.08 16.70 26.98 44.71MURO Y-11 0.14 2.5 2.000 1.8 1.26 8.15 20.78 10.27 26.18MURO Y-12 0.14 2.5 6.190 1.8 3.90 2.41 24.55 9.40 95.74MURO Y-13 0.14 2.5 1.600 1.8 1.01 0.08 7.20 0.08 7.26

X - 11 0.14 2.5 1.200 1.8 0.76 0.75 3.98 0.57 3.01X - 12 0.14 2.5 0.600 1.8 0.38 2.70 3.98 1.02 1.50X - 13 0.14 2.5 0.600 1.8 0.38 4.45 3.98 1.68 1.50X - 14 0.14 2.5 0.600 1.8 0.38 2.70 6.50 1.02 2.46X - 15 0.14 2.5 0.600 1.8 0.38 4.30 6.50 1.63 2.46X - 16 0.14 2.5 0.600 1.8 0.38 4.30 7.50 1.63 2.84X - 17 0.14 2.5 0.720 1.8 0.45 6.59 10.08 2.99 4.57X - 18 0.14 2.5 0.930 1.8 0.59 4.61 11.50 2.70 6.74X - 19 0.14 2.5 1.130 1.8 0.71 9.44 14.78 6.72 10.52X - 20 0.14 2.5 1.130 1.8 0.71 9.44 16.00 6.72 11.39X - 21 0.14 2.5 0.650 1.8 0.41 7.55 16.00 3.09 6.55Y - 12 0.14 2.5 0.700 1.8 0.44 1.58 3.98 0.69 1.75

PESO TOTAL (Wo)

SS

Wo

WoYYCM

S

S

Ky

XKyXCR

* S

SKx

YKxYCR

*

Page 10: ALBAÑILERIA CONFINADA

ALFEIZ - 1 0.14 1.8 1.100 1.8 0.50 0.08 5.85 0.04 2.92ALFEIZ - 2 0.14 1.8 1.000 1.8 0.45 0.08 12.07 0.03 5.48ALFEIZ - 3 0.14 1.8 0.850 1.8 0.39 8.95 14.28 3.45 5.50ALFEIZ - 4 0.14 1 0.760 1.8 0.19 4.96 17.73 0.95 3.39ALFEIZ - 5 0.14 1 0.530 1.8 0.13 5.69 18.66 0.76 2.49ALFEIZ - 6 0.14 1 1.610 1.8 0.41 4.96 18.93 2.01 7.68ALFEIZ - 7 0.14 1 0.850 1.8 0.21 0.58 18.93 0.12 4.05ALFEIZ - 8 0.14 1 2.150 1.8 0.54 4.08 22.90 2.21 12.41ALFEIZ - 9 0.14 1 1.070 1.8 0.27 3.60 24.12 0.97 6.50

LOSA 0.15 220 1.000 2.4 105.60 5.00 12.00 528.00 1267.20201.13 1036.7923 2381.97392

5.15

ex = -0.475

11.84 ey = -0.105

3.1 PESO TOTAL DE LA ESTRUCTURA

PESO DE CARGA MUERTA 1ER NIVEL 201.132DO NIVEL 201.133ER NIVEL 201.13

PESO DE CARGA VIVA NIVEL AREA S/C PESO

1ER NIVEL 220 0.25 552DO NIVEL 220 0.25 553ER NIVEL 220 0.1 22

132

Para edificaciones de la categoria C se tomara el 25% de carga viva: 0.25 %

TIPO DE CARGA 25%

CM CV1ER NIVEL 201.13 55 214.87612

S Wo = S Wo*X = S Wo*Y

SS

Wo

WoXXCM

SS

Wo

WoYXCM

S

SKx

YKxYCR

*

Page 11: ALBAÑILERIA CONFINADA

2DO NIVEL 201.13 55 214.876123ER NIVEL 201.13 22 206.62612

PESO TOTAL 636.37835 TN 212.12612 0.96636378.35 Kg

Page 12: ALBAÑILERIA CONFINADA
Page 13: ALBAÑILERIA CONFINADA

H = 2.5

NIVELES SISMO SEVERO SISMO MODERADO

MURO Y-53 17.92 44.79 8.96 22.402 30.34 165.43 15.17 82.711 36.55 377.44 18.27 188.72

MURO Y-63 7.79 19.46 3.89 9.732 13.18 71.89 6.59 35.941 15.88 164.02 7.94 82.01

MURO Y-73 24.51 61.27 12.25 30.642 41.50 226.29 20.75 113.151 50.00 516.31 25.00 258.15

MURO Y-83 2.71 6.78 1.36 3.392 4.59 25.04 2.30 12.521 5.53 57.13 2.77 28.573 16.56 41.40 8.28 20.702 28.04 152.89 14.02 76.44

DESCRIPCION

PLACA Y-1

Page 14: ALBAÑILERIA CONFINADA

1 33.78 348.82 16.89 174.413 16.56 41.40 8.28 20.702 28.04 152.89 14.02 76.441 33.78 348.82 16.89 174.41

MURO Y-93 6.94 17.35 3.47 8.672 11.75 64.06 5.87 32.031 14.15 146.17 7.08 73.083 7.36 18.40 3.68 9.202 12.46 67.97 6.23 33.981 15.02 155.08 7.51 77.543 1.64 4.10 0.82 2.052 2.78 15.16 1.39 7.581 3.35 34.59 1.67 17.293 12.74 31.86 6.37 15.932 21.58 117.67 10.79 58.831 26.00 268.47 13.00 134.233 0.95 2.38 0.48 1.192 1.61 8.79 0.81 4.391 1.94 20.05 0.97 10.03

PLACA Y-1

PLACA Y-2

MURO Y-10

MURO Y-11

MURO Y-12

MURO Y-13

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Page 17: ALBAÑILERIA CONFINADA
Page 18: ALBAÑILERIA CONFINADA
Page 19: ALBAÑILERIA CONFINADA

AREAS TRIBUTARIAS

S/C = 0.25S/C = 0.1

Pe Cº = 0.36 tn/m2Pe Alb = 1.8 tn/m3

h = 2.5t = 0.13 m

t placa = 0.85Pe Cº = 2.4

Long P losa P muro S/C

MURO X-1 7.91 3.50 2.85 2.05 0.273 0.792 1.981 1.98

MURO X-2 6.18 3.00 2.22 1.76 0.273 0.622 1.551 1.55

MURO X.3 1.48 1.90 0.53 1.11 0.4053 0.152 0.371 0.37

MURO X-4 2.20 2.00 0.79 1.17 0.4053 0.222 0.551 0.55

MURO X-5 1.47 1.95 0.53 1.14 0.273 0.152 0.371 0.37

MURO Y-1 4.28 5.30 1.54 3.10 0.4053 0.432 1.071 1.07

MURO Y-2 5.51 3.70 1.98 2.16 0.273 0.552 1.381 1.38

MURO Y-3 7.59 4.05 2.73 2.37 0.273 0.762 1.901 1.90

MURO Y-4 6.14 4.10 2.21 2.40 0.273 0.612 1.541 1.54

MURO Y-5 7.13 8.00 2.57 4.68 0.4053 0.712 1.781 1.78

MURO Y-6 3.02 4.40 1.09 2.57 0.4053 0.302 0.76

Area Tributari

a

P Columna

Page 20: ALBAÑILERIA CONFINADA

1 0.76MURO Y-7 15.82 10.43 5.70 6.10 0.81

3 1.582 3.961 3.96

MURO Y-8 1.84 2.50 0.66 1.46 0.4053 0.182 0.461 0.46

MURO Y-9 9.04 4.10 3.25 2.40 0.273 0.902 2.261 2.26

MURO Y-10 4.50 4.25 1.62 2.49 0.273 0.452 1.131 1.13

MURO Y-11 1.49 2.00 0.54 1.17 0.273 0.152 0.371 0.37

MURO Y-12 3.96 6.19 1.43 3.62 0.4053 0.402 0.991 0.99

MURO Y-13 0.63 1.60 0.23 0.94 0.4053 0.062 0.161 0.16

S/C = 0.25S/C = 0.1Pe = 2.4

Espesor losa=0.15t = 0.13t = 0.92

MURO At LosaVIGA Pd

b h L viga CV P losaMURO X-1

Col. Extrema 3.49 0.15 0.15 1.90 0.87 1.26Col. Extrema 1.00 8.00 0.15 0.20 2.00 0.25 0.36

MURO X-2

L muro trans

Page 21: ALBAÑILERIA CONFINADA

Col. Extrema 0.49 0.15 0.15 1.00 0.12 0.183.58 0.20 0.35 3.43 0.90 1.29

Col. Extrema 1.93 0.15 0.15 1.00 0.48 0.69

MURO X.3Col. Extrema 1.36 2.50 0.15 0.15 1.20 0.34 0.49Col. Extrema 0.90 0.15 0.15 1.20 0.23 0.32

0.84 2.50 0.15 0.20 2.00 0.21 0.30MURO X-4

Col. Extrema 3.82 4.10 0.15 0.30 2.88 0.96 1.38Col. Interior 0.90 0.15 0.15 1.20 0.23 0.32Col. Extrema 0.74 0.15 0.15 1.00 0.19 0.27

MURO X-5Col. Extrema 6.87 0.20 0.40 4.05 1.72 2.47

0.4 0.15 0.15 0.9 0.10 0.14Col. Extrema 4.25

MURO Y-1Col. Extrema 1.16 0.15 0.15 1.1 0.29 0.42Col. Interior 3.72 0.15 0.20 2.1 0.93 1.34Col. Extrema 3.7 0.20 0.40 3.85 0.93 1.33

MURO Y-2Col. Extrema 3.72 0.15 0.20 2.10 0.93 1.34

2.72 0.15 0.20 1.60 0.68 0.98Col. Extrema 4.21 2.1 0.15 0.20 2.20 1.05 1.52

MURO Y-3Col. Extrema 3.7 0.2 0.4 3.85 0.93 1.33

7.45 0.30 0.60 5.85 1.86 2.68Col. Extrema 2.72 0.15 0.2 1.6 0.68 0.98

0.34 0.15 0.2 0.45 0.09 0.12MURO Y-4

Col. Extrema 14.47 0.15 0.2 5.25 3.62 5.210.34 0.15 0.2 0.45 0.09 0.12

Col. Extrema 4.21 0.15 0.2 2.2 1.05 1.523.49 0.15 0.15 1.90 0.87 1.265.58 0.20 0.35 3.42 1.40 2.01

MURO Y-5Col. Extrema 7.45 0.3 0.6 5.85 1.86 2.68Col. Interior 14.47 0.25 0.50 5.25 3.62 5.21Col. Extrema 1.00 3.5 0.15 0.20 2.00 0.25 0.36

MURO Y-6Col. Extrema 0.49 0.15 0.15 1.00 0.12 0.18Col. Interior 1.65Col. Extrema 0.83 0.15 0.15 1.98 0.21 0.30

6.88 0.20 0.40 3.85 1.72 2.48MURO Y-7

Col. Extrema 1.93 0.15 0.15 1.00 0.48 0.691.7 0.15 0.20 1.95 0.43 0.61

Col. Interior 1 4.58 0.15 0.25 2.35 1.15 1.653.82 0.15 0.30 2.88 0.96 1.38

Col. Interior 2 6.88 0.2 0.4 3.85 1.72 2.48Col. Interior 3 4.54 0.15 0.25 2.78 1.14 1.63

6.87 0.20 0.40 4.05 1.72 2.47Col. Extrema 3.61 0.15 0.25 2.54 0.90 1.30

Page 22: ALBAÑILERIA CONFINADA

3.68 0.20 0.40 4.05 0.92 1.321.79 0.15 0.25 2.33 0.45 0.64

MURO Y-8Col. Extrema 1.58 0.15 0.15 1.35 0.40 0.57

2.65 0.15 0.15 1.60 0.66 0.95Col. Interior 1 1.7 0.15 0.20 1.95 0.43 0.61Col. Extrema 1.36 1.9 0.15 0.15 1.20 0.34 0.49

MURO Y-9Col. Extrema 3.82 2.00 0.15 0.30 2.88 0.96 1.38Col. Extrema 1.15 0.15 0.15 1.00 0.29 0.41

MURO Y-10Col. Extrema 0.24 0.15 0.15 1.28 0.06 0.09

0.85 0.15 0.20 2.20 0.21 0.31Col. Extrema 1.95MURO Y-11

Col. Extrema 0.41 0.15 0.15 0.90 0.10 0.15Col. Extrema 3.68 0.2 0.4 4.05 0.92 1.32MURO Y-12

Col. Extrema 0.49 0.15 0.15 1.07 0.12 0.184.54 0.15 0.25 2.78 1.14 1.63

Col. Interior 3.61 0.15 0.25 2.54 0.90 1.30Col. Extrema 1.48MURO Y-13

Col. Extrema 1.16 0.15 0.15 1.1 0.29 0.42Col. Extrema 3.58 2.40 0.20 0.35 3.43 0.90 1.29

Page 23: ALBAÑILERIA CONFINADA

Pcm Pcv Pm

5.17 0.79 5.96 5.8410.33 2.77 13.10 12.8715.50 4.75 20.24 19.90

4.25 0.62 4.87 4.738.50 2.16 10.66 10.39

12.75 3.71 16.46 16.05

2.05 0.15 2.20 1.884.10 0.52 4.62 3.986.15 0.89 7.04 6.08

2.37 0.22 2.59 2.274.73 0.77 5.50 4.877.10 1.32 8.42 7.48

1.94 0.15 2.09 1.903.88 0.51 4.39 4.035.82 0.88 6.70 6.16

5.05 0.43 5.47 5.3110.09 1.50 11.59 11.2615.14 2.57 17.71 17.21

4.42 0.55 4.97 4.878.84 1.93 10.76 10.56

13.25 3.31 16.56 16.25

5.37 0.76 6.13 6.0410.74 2.66 13.40 13.2216.11 4.55 20.67 20.41

4.88 0.61 5.49 5.419.76 2.15 11.91 11.74

14.64 3.68 18.32 18.06

7.65 0.71 8.36 8.3215.30 2.50 17.80 17.7122.96 4.28 27.23 27.10

4.07 0.30 4.37 4.168.13 1.06 9.19 8.78

Page 24: ALBAÑILERIA CONFINADA

12.20 1.81 14.01 13.39

12.60 1.58 14.19 13.8425.21 5.54 30.74 30.0637.81 9.49 47.30 46.28

2.53 0.18 2.71 2.425.06 0.64 5.70 5.127.59 1.10 8.69 7.82

5.92 0.90 6.83 6.7411.85 3.16 15.01 14.8417.77 5.42 23.19 22.94

4.38 0.45 4.83 4.758.75 1.58 10.33 10.17

13.13 2.70 15.83 15.59

1.98 0.15 2.13 1.953.95 0.52 4.47 4.115.93 0.89 6.82 6.28

5.45 0.40 5.85 5.7210.90 1.39 12.29 12.0416.36 2.38 18.73 18.35

1.57 0.06 1.63 1.303.14 0.22 3.36 2.694.70 0.38 5.08 4.08

PdPd 3 nivelPd (1 y2) 6t 25%At MAX Pt

P viga

0.10 0.85 1.120.14 0.30 0.38 0.78 0.26 0.78 2.66

Page 25: ALBAÑILERIA CONFINADA

0.05 1.25 1.560.580.05 0.47 0.62

0.06 0.35 0.45 0.78 0.08 0.78 2.710.06 0.50 0.640.14 0.78 0.08 0.78 1.24

0.31 1.03 1.32 0.78 0.13 0.78 4.410.06 0.24 0.31 0.780.05 0.39 0.51 0.78

0.78 2.09 2.630.05

0.78 0.14 0.78 2.91

0.06 0.30 0.380.15 0.93 1.210.74 1.22 1.50

0.15 1.61 2.100.120.16 1.05 1.36 0.78 0.07 0.78 2.99

0.74 4.20 5.032.530.12 0.78 1.010.03

0.38 3.61 4.720.030.16 3.47 4.470.100.57

2.53 2.98 3.541.58 4.12 5.200.14 0.30 0.38 0.78 0.11 0.78 3.67

0.05 0.14 0.180.78 0.05 0.78 2.26

0.11 2.44 3.080.74

0.05 0.9321 1.200.140.21 2.19 2.820.310.74 1.95 2.470.25 3.14 3.990.780.23 2.70 3.38

Page 26: ALBAÑILERIA CONFINADA

0.780.21

0.07 1.05 1.370.090.14 0.46 0.590.06 0.35 0.45 0.78 0.06 0.78 2.89

0.31 1.03 1.32 0.78 0.07 0.78 3.280.05 0.29 0.38

0.07 0.45 0.550.16

0.78 0.06 0.78 2.68

0.05 0.12 0.150.78 1.24 1.51

0.06 1.31 1.690.250.23 0.94 1.22

0.78 0.05 0.78 1.00

0.06 0.30 0.380.58 1.11 1.38 0.78 0.08 0.78 2.62

Page 27: ALBAÑILERIA CONFINADA

CORTANTE BASAL

S3 Tp S Suelo Flexible Tp : Parametro del Suelo0.90 1.40 S : Factor de Suelo

U : 1.00 Factor de Uso Viviendahn : 7.50Ct : 45.00 Cohef. para estimar el periodo predominante de un edificio

Periodo fundamental de la Estructura Altura total del Edificio

T : 0.17

C : 13.50 ≤ 2.5 Factor de Amplificacion SismicaC : 2.50Z : 0.40 Factor de Zona SismicaR : 3.00 Factor de DuctilidadP : 636378.35 Kg Peso Total de Diseño

V : 296976.56 KGV : 296.98 TON

Lx : 10.00 mLy : 24.00 m

NIVEL PESO H PiHi Vx Vy Fix Fiy V x V y Lx Ly ex ey1 214.88 2.50 537.19 296.98 296.98 50.46 50.46 296.98 296.98 10.00 24.00 0.5 1.22 214.88 5.00 1074.38 296.98 296.98 100.93 100.93 246.51 246.51 10.00 24.00 0.5 1.23 206.63 7.50 1549.70 296.98 296.98 145.58 145.58 145.58 145.58 10.00 24.00 0.5 1.2

3161.27 296.98 296.98

5.2*5.2 T

TpC

Ct

hnT

PR

SCUZV *

***

Lxexacc *05.0 Lyeyacc *05.0

Page 28: ALBAÑILERIA CONFINADA

FUERZAS POR NIVEL CORTANTE POR NIVEL

145.58 145.58

100.93 246.51

50.46 296.98

DESPLAZAMIENTO DE PORTICOS

DESPLAZAMIENTO PERMITIDO SEGÚN NORMA E.070 = 0.005

X

0.001720 0.004 OK

0.001597 0.004 OK

0.000906 0.002 OK

PORTICO Nº 1

DESPLAZAMIENTOS

PORTICO Nº 2

Page 29: ALBAÑILERIA CONFINADA

0.000341 0.001 OK

0.000354 0.001 OK

0.000235 0.001 OK

h = altura entre pisoEm = 325000 tn/m2 I = inercia de la figuraG = 0.4 * Em f = area de la seccion / area del almaG = 130000 tn/m2 Em = Modulo de elasticidad de la albañileria

P R I M E R P I S O

ANGULO Elemento T H Lx At m2 Alma m2 f I m4 h3/3I f.h(Em/G) Kx X Y20 PLACA X-1 0.85 2.5 2.4 2.3400 1.9320 1.21 1.2198 4.2698256545 3.234989648 40693.886451 1.57 7.53

MURO X-1 0.14 2.5 3.5 0.9045 0.4800 1.88 1.5343 3.3945990571 13.02083333 19798.442848 8.29 7.93MURO X-2 0.14 2.5 3 0.6810 0.4050 1.68 0.8070 6.453944651 15.43209877 14849.646134 1.50 11.50MURO X.3 0.14 2.5 1.9 0.6705 0.2400 2.79 0.3797 13.716969537 26.04166667 8174.3246507 7.04 12.43PLACA X-2 0.85 2.5 1.65 1.7160 1.3800 1.24 0.4676 11.138437411 4.528985507 20743.679525 0.90 13.48MURO X-4 0.14 2.5 2 0.7950 0.2550 3.12 0.4007 12.998086682 24.50980392 8664.8434442 2.25 14.33MURO X-5 0.14 2.5 1.95 0.6773 0.2475 2.74 0.3792 13.735056259 25.25252525 8335.9877018 8.05 13.78

8 MURO X-6 0.14 2.5 0.86 1.4037 0.8823 1.59 6.2778 0.8296430809 7.083758359 5715.7795111 2.41 24.55PLACA X-3 0.85 2.5 1.48 1.5886 1.3156 1.21 0.4004 13.007825508 4.750684099 18301.08535 9.04 18.63

145277.67562

PORTICO R

SKx SKx*Y

S

S

Kx

YKxYCR

*

AreaGmEmh

fIh

EmK

)/(**

3

3

Page 30: ALBAÑILERIA CONFINADA

ANGULO Elemento T H LY At m2 Alma m2 f I m4 h3/3I f.h(Em/G) Ky X YMURO Y-1 0.14 2.5 5.3 1.1415 0.75 1.52 3.5755 1.4566727264 8.333333333 33197.119391 0.08 2.65MURO Y-2 0.14 2.5 3.7 0.921 0.51 1.81 1.7251 3.0191486484 12.25490196 21277.918236 2.33 5.68MURO Y-3 0.14 2.5 4.05 0.8385 0.5625 1.49 1.7092 3.0472345737 11.11111111 22954.659198 4.08 2.05MURO Y-4 0.14 2.5 4.1 0.846 0.568 1.49 1.763 2.9542446587 11.00352113 23284.528842 4.68 6.05MURO Y-5 0.14 2.5 8 1.6815 1.155 1.46 11.8746 0.4386112655 5.411255411 55556.821712 10.08 4.00MURO Y-6 0.14 2.5 4.4 1.1415 0.615 1.86 2.4369 2.137278236 10.16260163 26423.02231 0.08 14.78MURO Y-7 0.14 2.5 10.425 2.142 1.5195 1.41 21.8181 0.238716173 4.11319513 74679.830855 4.08 16.64MURO Y-8 0.14 2.5 2.5 0.8565 0.33 2.60 0.6682 7.7945724833 18.93939394 12156.819338 6.15 11.25PLACA Y-1 0.85 2.5 2.5 2.366 2.162 1.09 1.289 4.0405999483 2.890841813 46887.792062 7.93 10.93PLACA Y-2 0.85 2.5 2.5 2.3 2.3 1.00 1.1979 4.3478865793 2.717391304 45999.606152 10.08 11.25MURO Y-9 0.14 2.5 4.1 0.981 0.57 1.72 2.2178 2.3484233625 10.96491228 24411.613191 7.15 15.75

MURO Y-10 0.14 2.5 4.25 2.0035 0.5925 3.38 2.4225 2.1499828001 10.54852321 25593.561937 10.08 16.70MURO Y-11 0.14 2.5 2 0.531 0.255 2.08 0.2981 17.471765627 24.50980392 7741.4923619 8.15 20.78

8 MURO Y-12 0.14 2.5 6.12 1.4037 0.8823 1.59 6.2778 0.8296430809 7.083758359 40669.884473 2.41 24.55MURO Y-13 0.14 2.5 1.6 0.471 0.195 2.42 0.1731 30.088580782 32.05128205 5230.1370679 0.08 7.20

466064.80713

SEGUNDO PISO

ANGULO Elemento T H Lx At m2 Alma m2 f I m4 h3/3I f.h(Em/G) Kx X Y20 PLACA X-1 0.85 2.5 2.4 2.3400 1.9320 1.21 1.2198 4.2698256545 3.234989648 40693.886451 1.57 7.53

MURO X-1 0.14 2.5 3.5 0.9045 0.4800 1.88 1.5343 3.3945990571 13.02083333 19798.442848 8.29 7.93MURO X-2 0.14 2.5 3 0.6810 0.4050 1.68 0.8070 6.453944651 15.43209877 14849.646134 1.50 11.50MURO X.3 0.14 2.5 1.9 0.6705 0.2400 2.79 0.3797 13.716969537 26.04166667 8174.3246507 7.04 12.43PLACA X-2 0.85 2.5 1.65 1.7160 1.3800 1.24 0.4676 11.138437411 4.528985507 20743.679525 0.90 13.48MURO X-4 0.14 2.5 2 0.7950 0.2550 3.12 0.4007 12.998086682 24.50980392 8664.8434442 2.25 14.33MURO X-5 0.14 2.5 1.95 0.6773 0.2475 2.74 0.3792 13.735056259 25.25252525 8335.9877018 8.05 13.78

8 MURO X-6 0.14 2.5 0.86 1.4037 0.8823 1.59 6.2778 0.8296430809 7.083758359 5715.7795111 2.41 24.55

S

S

Ky

XKyXCR

*

Page 31: ALBAÑILERIA CONFINADA

PLACA X-3 0.85 2.5 1.48 1.5886 1.3156 1.21 0.4004 13.007825508 4.750684099 18301.08535 9.04 18.63145277.67562

ANGULO Elemento T H LY At m2 Alma m2 f I m4 h3/3I f.h(Em/G) Ky X YMURO Y-1 0.14 2.5 5.3 1.1415 0.75 1.52 3.5755 1.4566727264 8.333333333 33197.119391 0.08 2.65MURO Y-2 0.14 2.5 3.7 0.921 0.51 1.81 1.7251 3.0191486484 12.25490196 21277.918236 2.33 5.68MURO Y-3 0.14 2.5 4.05 0.8385 0.5625 1.49 1.7092 3.0472345737 11.11111111 22954.659198 4.08 2.05MURO Y-4 0.14 2.5 4.1 0.846 0.568 1.49 1.763 2.9542446587 11.00352113 23284.528842 4.68 6.05MURO Y-5 0.14 2.5 8 1.6815 1.155 1.46 11.8746 0.4386112655 5.411255411 55556.821712 10.08 4.00MURO Y-6 0.14 2.5 4.4 1.1415 0.615 1.86 2.4369 2.137278236 10.16260163 26423.02231 0.08 14.78MURO Y-7 0.14 2.5 10.425 2.142 1.5195 1.41 21.8181 0.238716173 4.11319513 74679.830855 4.08 16.64MURO Y-8 0.14 2.5 2.5 0.8565 0.33 2.60 0.6682 7.7945724833 18.93939394 12156.819338 6.15 11.25PLACA Y-1 0.85 2.5 2.5 2.366 2.162 1.09 1.289 4.0405999483 2.890841813 46887.792062 7.93 10.93PLACA Y-2 0.85 2.5 2.5 2.3 2.3 1.00 1.1979 4.3478865793 2.717391304 45999.606152 10.08 11.25MURO Y-9 0.14 2.5 4.1 0.981 0.57 1.72 2.2178 2.3484233625 10.96491228 24411.613191 7.15 15.75

MURO Y-10 0.14 2.5 4.25 2.0035 0.5925 3.38 2.4225 2.1499828001 10.54852321 25593.561937 10.08 16.70MURO Y-11 0.14 2.5 2 0.531 0.255 2.08 0.2981 17.471765627 24.50980392 7741.4923619 8.15 20.78

8 MURO Y-12 0.14 2.5 6.12 1.4037 0.8823 1.59 6.2778 0.8296430809 7.083758359 40669.884473 2.41 24.55MURO Y-13 0.14 2.5 1.6 0.471 0.195 2.42 0.1731 30.088580782 32.05128205 5230.1370679 0.08 7.20

466064.80713

TERCER PISO

ANGULO Elemento T H Lx At m2 Alma m2 f I m4 h3/3I f.h(Em/G) Kx X Y20 PLACA X-1 0.85478119 2.5 2.4 2.34 1.932 1.21 1.2198 4.2698256545 3.234989648 40693.886451 1.57 7.53

S

S

Ky

XKyXCR

*

S

S

Kx

YKxYCR

*

Page 32: ALBAÑILERIA CONFINADA

MURO X-1 0.14 2.5 3.5 0.9045 0.4800 1.88 1.5343 3.3945990571 13.02083333 19798.442848 8.29 7.93MURO X-2 0.14 2.5 3 0.6810 0.4050 1.68 0.8070 6.453944651 15.43209877 14849.646134 1.50 11.50MURO X.3 0.14 2.5 1.9 0.6705 0.2400 2.79 0.3797 13.716969537 26.04166667 8174.3246507 7.04 12.43PLACA X-2 0.85478119 2.5 1.65 1.7160 1.3800 1.24 0.4676 11.138437411 4.528985507 20743.679525 0.90 13.48MURO X-4 0.14 2.5 2 0.7950 0.2550 3.12 0.4007 12.998086682 24.50980392 8664.8434442 2.25 14.33MURO X-5 0.14 2.5 1.95 0.6773 0.2475 2.74 0.3792 13.735056259 25.25252525 8335.9877018 8.05 13.78

8 MURO X-6 0.14 2.5 0.86 1.4037 0.8823 1.59 6.2778 0.8296430809 7.083758359 5715.7795111 2.41 24.55PLACA X-3 0.85478119 2.5 1.48 1.5886 1.3156 1.21 0.4004 13.007825508 4.750684099 18301.08535 9.04 18.63

145277.67562

ANGULO Elemento T H LY At m2 Alma m2 f I m4 h3/3I f.h(Em/G) Ky X YMURO Y-1 0.14 2.5 5.3 1.1415 0.75 1.52 3.5755 1.4566727264 8.333333333 33197.119391 0.08 2.65MURO Y-2 0.14 2.5 3.7 0.921 0.51 1.81 1.7251 3.0191486484 12.25490196 21277.918236 2.33 5.68MURO Y-3 0.14 2.5 4.05 0.8385 0.5625 1.49 1.7092 3.0472345737 11.11111111 22954.659198 4.08 2.05MURO Y-4 0.14 2.5 4.1 0.846 0.568 1.49 1.763 2.9542446587 11.00352113 23284.528842 4.68 6.05MURO Y-5 0.14 2.5 8 1.6815 1.155 1.46 11.8746 0.4386112655 5.411255411 55556.821712 10.08 4.00MURO Y-6 0.14 2.5 4.4 1.1415 0.615 1.86 2.4369 2.137278236 10.16260163 26423.02231 0.08 14.78MURO Y-7 0.14 2.5 10.425 2.142 1.5195 1.41 21.8181 0.238716173 4.11319513 74679.830855 4.08 16.64MURO Y-8 0.14 2.5 2.5 0.8565 0.33 2.60 0.6682 7.7945724833 18.93939394 12156.819338 6.15 11.25PLACA Y-1 0.85 2.5 2.5 2.366 2.162 1.09 1.289 4.0405999483 2.890841813 46887.792062 7.93 10.93PLACA Y-2 0.85 2.5 2.5 2.3 2.3 1.00 1.1979 4.3478865793 2.717391304 45999.606152 10.08 11.25MURO Y-9 0.14 2.5 4.1 0.981 0.57 1.72 2.2178 2.3484233625 10.96491228 24411.613191 7.15 15.75

MURO Y-10 0.14 2.5 4.25 2.0035 0.5925 3.38 2.4225 2.1499828001 10.54852321 25593.561937 10.08 16.70MURO Y-11 0.14 2.5 2 0.531 0.255 2.08 0.2981 17.471765627 24.50980392 7741.4923619 8.15 20.78

8 MURO Y-12 0.14 2.5 6.12 1.4037 0.8823 1.59 6.2778 0.8296430809 7.083758359 40669.884473 2.41 24.55MURO Y-13 0.14 2.5 1.6 0.471 0.195 2.42 0.1731 30.088580782 32.05128205 5230.1370679 0.08 7.20

466064.80713

S

S

Ky

XKyXCR

*

S

S

Kx

YKxYCR

*

Page 33: ALBAÑILERIA CONFINADA

descripcion Long. M V diseño3 PLACA X-1 2.4 86.61128 29%5 MURO X-1 3.5 42.2098 14%4 MURO X-2 3 31.61568 11%1 MURO X.3 1.9 17.42137 6%2 PLACA X-2 1.65 44.16622 15%3 MURO X-4 2 18.45144 6%2 MURO X-5 1.95 17.76857 6%1 PLACA X-3 1.48 38.99387 13%

297.2382 100%

descripcion Long. M V diseño9 MURO Y-1 5.30 21.15321 7.12%4 MURO Y-2 3.70 13.55829 4.57%5 MURO Y-3 4.05 14.62671 4.93%6 MURO Y-4 4.10 14.83691 5.00%

11 MURO Y-5 8.00 35.40081 11.92%8 MURO Y-6 4.40 16.83675 5.67%

12 MURO Y-7 10.43 47.586 16.02%3 MURO Y-8 2.50 7.746327 2.61%2 PLACA Y-1 2.50 29.87691 10.06%1 PLACA Y-2 2.50 29.31096 9.87%6 MURO Y-9 4.10 15.55508 5.24%7 MURO Y-10 4.25 16.30822 5.49%2 MURO Y-11 2.00 4.93288 1.66%

10 MURO Y-12 6.19 25.91486 8.73%1 MURO Y-13 1.60 3.332644 1.12%

296.9766 100.00%

Page 34: ALBAÑILERIA CONFINADA

20 PLACA X-1 0.85478119 2.5 2.4 2.2596 1.785 1.265882353 1.2521 4.1596784069 3.50140056 39863.849866 1.57 7.53MURO X-1 0.14 2.5 3.5 0.819 0.448 1.828125 1.3695 3.8030911525 13.95089286 18305.750406 8.29 7.93MURO X-2 0.14 2.5 3 0.616 0.378 1.62962963 0.7099 7.3367140912 16.53439153 13614.786223 1.5 11.5MURO X.3 0.14 2.5 1.9 0.6972 0.224 3.1125 0.4067 12.80632735 27.90178571 7983.6665356 7.04 12.43PLACA X-2 0.85478119 2.5 1.65 0.5642 0.21 2.686666667 0.2217 23.492707863 29.76190476 6102.7577514 0.9 13.48MURO X-4 0.14 2.5 2 0.707 0.2366 2.98816568 0.346 15.052986513 26.4158918 7837.2025775 2.25 14.33MURO X-5 0.14 2.5 1.95 0.6174 0.231 2.672727273 0.3381 15.40471261 27.05627706 7654.0844327 8.05 13.78PLACA X-3 0.85478119 2.5 1.58 1.6292 1.275 1.277803922 0.4655 11.188686001 4.901960784 20198.069372 9.04 18.63

121560.16716

ANGULO Elemento T H Ly At m2 Alma m2 f I m4 h3/3I f.h(Em/G) Ky X YMURO Y-1 0.14 2.5 5.3 1.036 0.6986 1.482965932 3.1738 1.6410401832 8.946464357 30696.562987 0.075 2.65MURO Y-2 0.14 2.5 3.7 0.8316 0.476 1.747058824 1.5215 3.4231569723 13.1302521 19633.418021 2.325 5.675MURO Y-3 0.14 2.5 4.05 0.763 0.525 1.453333333 1.516 3.4355760774 11.9047619 21185.973893 4.075 2.05

Page 35: ALBAÑILERIA CONFINADA

MURO Y-4 0.14 2.5 4.1 0.77 0.532 1.447368421 1.5642 3.3297106082 11.7481203 21554.824561 4.675 6.05MURO Y-5 0.14 2.5 8 1.5316 1.0766 1.422626788 10.62 0.4904268675 5.805313022 51622.208934 10.075 4MURO Y-6 0.14 2.5 4.4 1.0276 0.5726 1.794621027 2.1508 2.4215795673 10.915124 24368.840356 0.075 14.775MURO Y-7 0.14 2.5 10.425 1.9516 1.4154 1.378832839 19.7988 0.2630630813 4.415712873 69462.612273 4.075 16.637MURO Y-8 0.14 2.5 2.5 0.763 0.308 2.477272727 0.5838 8.9214342811 20.29220779 11124.939478 6.15 11.25PLACA Y-1 0.85478119 2.5 2.5 2.3986 2.162 1.109435708 1.3265 3.9263726599 2.890841813 47673.430444 7.925 10.925PLACA Y-2 0.85478119 2.5 2.5 2.1165 2.1165 1 1.0935 4.7629934461 2.952988424 42120.368536 10.075 11.25MURO Y-9 0.14 2.5 4.1 0.8876 0.532 1.668421053 1.9607 2.6563642237 11.7481203 22562.417937 7.15 15.75MURO Y-10 0.14 2.5 4.25 0.9086 0.553 1.643037975 2.1434 2.4299399708 11.30198915 23667.468506 10.075 16.7MURO Y-11 0.14 2.5 2 0.476 0.238 2 0.2592 20.093878601 26.2605042 7011.2032639 8.15 20.775

82 MURO Y-12 0.14 2.5 6.12 1.295 0.8402 1.541299691 5.8006 0.89789562 7.43870507 38605.318199 2.41 24.55MURO Y-13 0.14 2.5 1.6 0.4816 0.126 3.822222222 0.0985 52.876480541 49.6031746 3171.3611794 0.075 7.2

434460.94857

Page 36: ALBAÑILERIA CONFINADA

M torsor AccidentalMtx Mty

60.56 25.23121.12 50.46174.70 72.79

Page 37: ALBAÑILERIA CONFINADA

P R I M E R P I S O

Momento Torsor

Kx.Y V1 Vm ton M*Kx(Yi-Xcr) Kx(Yi-Xcr)2Σ Ky(Xi-Ycr)2Σ ∆Vxi Vx = Vt+Vr306425 296.98 83.18643 60.6 25.23 4681480.22316 6263993.96442 282606904 0.016206133 83.20157002 296.98 40.47197 60.6 25.23 2757220.31876 9179608.39431 35107570.34 0.062257755 40.53170771 296.98 30.35564 60.6 25.23 5278396.14364 59801907.2447 286432250.9 0.015245163 30.37101607 296.98 16.70995 60.6 25.23 3365981.06931 80253292.0179 63203193.82 0.023463429 16.73

279624.8 296.98 42.40422 60.6 25.23 9860727.14889 106952164.299 320275821.9 0.023080714 42.43124167 296.98 17.71267 60.6 25.23 4564940.47918 131368753.85 246784676 0.012071662 17.72114870 296.98 17.04042 60.6 25.23 4114042.63895 115283387.382 39865851.21 0.02651668 17.07140322 296.98 11.68419 60.6 25.23 6548774.02129 621315741.098 238708593.8 0.007614638 11.69340949 296.98 37.41107 60.6 25.23 14407227.1105 293325887.967 22186327.67 0.045662977 37.46

1735738 296.98 297.21

11.95

Cort. de Traslacion

Cortante de Diseño

Mtx1 Mtx2

S

S

Kx

YKxYCR

*

Page 38: ALBAÑILERIA CONFINADA

Ky.X V1 Vm ton M*Ky(Xi-Ycr) Kx(Yi-Xcr)2Σ Ky(Xi-Ycr)2Σ ∆Vxi Vx = Vt+Vr2489.784 296.98 21.15 60.6 25.23 -745884.047713 15417215.6384 369895674.9 -0.001935788 21.1549471.16 296.98 13.56 60.6 25.23 -12011836.8969 3467.18730538 242982283.9 -0.049434326 13.5693540.24 296.98 14.63 60.6 25.23 -18581587.6069 22249718.0494 162640482 -0.100500663 14.63108855 296.98 14.84 60.6 25.23 -19975861.3888 305737.78152 138794684.8 -0.143607482 14.84559735 296.98 35.40 60.6 25.23 -26449409.7414 4613415.30617 9202949.032 -1.914353812 35.40

1981.727 296.98 16.84 60.6 25.23 -593681.355338 145151818.988 369895674.9 -0.001152673 16.84304320 296.98 47.59 60.6 25.23 -60452643.0795 210279975.163 162640482 -0.162105999 47.59

74764.44 296.98 7.75 60.6 25.23 -10937347.038 54816265.8543 88205114.99 -0.07647351 7.75371586 296.98 29.88 60.6 25.23 -37717139.452 48659298.0719 42463846.5 -0.413913936 29.88463446 296.98 29.31 60.6 25.23 -21899424.6531 54816265.8543 9202949.032 -0.342075808 29.31174543 296.98 15.56 60.6 25.23 -21129888.1056 177753798.732 60401718.37 -0.088723068 15.56257855 296.98 16.31 60.6 25.23 -12184545.2199 212694061.012 9202949.032 -0.054910813 16.31

63093.16 296.98 4.93 60.6 25.23 -6045958.62578 398111885.14 37846496.96 -0.013868201 4.9398014.42 296.98 25.91 60.6 25.23 -23588158.4891 621315741.098 238708593.8 -0.027427315 25.91392.2603 296.98 3.33 60.6 25.23 -117512.479334 4276751.32634 369895674.9 -0.00031406 3.332624088 296.98 296.98

5.63

SEGUNDO PISO

Momento Torsor

Kx.Y V1 Vm ton M*Kx(Yi-Ycr) Kx(Yi-Ycr)2Σ Ky(Xi-Xcr)2Σ ∆Vxi Vx = Vt+Vr306425 246.51 69.05066 121.1 50.46 9362960.44632 6263993.96442 282606904 0.032412266 69.08157002 246.51 33.59462 121.1 50.46 5514440.63753 9179608.39431 35107570.34 0.12451551 33.72170771 246.51 25.19734 121.1 50.46 10556792.2873 59801907.2447 286432250.9 0.030490326 25.23101607 246.51 13.87045 121.1 50.46 6731962.13862 80253292.0179 63203193.82 0.046926858 13.92

279624.8 246.51 35.19852 121.1 50.46 19721454.2978 106952164.299 320275821.9 0.046161429 35.24124167 246.51 14.70278 121.1 50.46 9129880.95835 131368753.85 246784676 0.024143324 14.73114870 246.51 14.14476 121.1 50.46 8228085.2779 115283387.382 39865851.21 0.053033359 14.20140322 246.51 9.698713 121.1 50.46 13097548.0426 621315741.098 238708593.8 0.015229276 9.71

Mtx1 Mty2

Cort. de Traslacion

Cortante de Diseño

Mtx1 Mtx2

S

S

Ky

XKyXCR

*

Page 39: ALBAÑILERIA CONFINADA

340949 246.51 31.05385 121.1 50.46 28814454.221 293325887.967 22186327.67 0.091325954 31.151735738 246.51 246.98

11.95

Momento Torsor

Ky.X V1 Vm ton M*Ky(Xi-Ycr) Kx(Yi-Xcr)2Σ Ky(Xi-Ycr)2Σ ∆Vxi Vx = Vt+Vr2489.784 246.51 17.56 121.1 50.46 -1168228.01696 15417215.6384 369895674.9 -0.003031894 17.5649471.16 246.51 11.25 121.1 50.46 -15660211.7681 3467.18730538 242982283.9 -0.064449095 11.2593540.24 246.51 12.14 121.1 50.46 -46722180.0046 22249718.0494 162640482 -0.252702307 12.14108855 246.51 12.32 121.1 50.46 -32398349.3307 305737.78152 138794684.8 -0.232913378 12.32559735 246.51 29.39 121.1 50.46 -224499070.639 4613415.30617 9202949.032 -16.24878044 29.39

1981.727 246.51 13.98 121.1 50.46 282748.803084 145151818.988 369895674.9 0.000548976 13.98304320 246.51 39.50 121.1 50.46 72015452.9628 210279975.163 162640482 0.193112101 39.69

74764.44 246.51 6.43 121.1 50.46 -2632506.49777 54816265.8543 88205114.99 -0.018406384 6.43371586 246.51 24.80 121.1 50.46 -19178194.9297 48659298.0719 42463846.5 -0.210464586 24.80463446 246.51 24.33 121.1 50.46 -16318248.4613 54816265.8543 9202949.032 -0.254896104 24.33174543 246.51 12.91 121.1 50.46 33491536.3241 177753798.732 60401718.37 0.140628849 13.05257855 246.51 13.54 121.1 50.46 61839562.4949 212694061.012 9202949.032 0.278685875 13.82

63093.16 246.51 4.09 121.1 50.46 28105937.307 398111885.14 37846496.96 0.064469313 4.1698014.42 246.51 21.51 121.1 50.46 62334441.5751 621315741.098 238708593.8 0.072479858 21.58392.2603 246.51 2.77 121.1 50.46 -93982.9799594 4276751.32634 369895674.9 -0.000251176 2.772624088 246.51 247.26

5.63

TERCER PISO

Momento Torsor

Kx.Y V1 Vm ton M*Kx(Yi-Ycr) Kx(Yi-Ycr)2Σ Ky(Xi-Xcr)2Σ ∆Vxi Vx = Vt+Vr306425 145.58 40.77912 174.7 72.79 13505215.3836 6263993.96442 282606904 0.046751734 40.83

Mtx1 Mty2

Cort. de Traslacion

Cortante de Diseño

Mtx1 Mtx2

S

S

Ky

XKyXCR

*

S

S

Kx

YKxYCR

*

Page 40: ALBAÑILERIA CONFINADA

157002 145.58 19.83991 174.7 72.79 7954077.02049 9179608.39431 35107570.34 0.179602252 20.02170771 145.58 14.88075 174.7 72.79 15227208.789 59801907.2447 286432250.9 0.04397951 14.92101607 145.58 8.191445 174.7 72.79 9710240.59725 80253292.0179 63203193.82 0.067687707 8.26

279624.8 145.58 20.78712 174.7 72.79 28446396.7883 106952164.299 320275821.9 0.066583646 20.85124167 145.58 8.682991 174.7 72.79 13169019.5079 131368753.85 246784676 0.034824541 8.72114870 145.58 8.353446 174.7 72.79 11868261.5942 115283387.382 39865851.21 0.076495777 8.43140322 145.58 5.727751 174.7 72.79 18892016.9348 621315741.098 238708593.8 0.02196684 5.75340949 145.58 18.33941 174.7 72.79 41562218.7711 293325887.967 22186327.67 0.131729349 18.47

1735738 145.58 146.25

11.95

Momento Torsor Cortante de Diseño

Ky.X V1 Vm ton M*Ky(Xi-Ycr) Kx(Yi-Xcr)2Σ Ky(Xi-Ycr)2Σ ∆Vxi Vx = Vt+Vr2489.784 145.58 10.37 174.7 72.79 -22467496.3674 15417215.6384 369895674.9 -0.058309745 10.3749471.16 145.58 6.65 174.7 72.79 -9715451.75353 3467.18730538 242982283.9 -0.039983627 6.6593540.24 145.58 7.17 174.7 72.79 -16538031.3654 22249718.0494 162640482 -0.089447853 7.17108855 145.58 7.27 174.7 72.79 -9996077.04219 305737.78152 138794684.8 -0.071862305 7.27559735 145.58 17.35 174.7 72.79 -32140884.1002 4613415.30617 9202949.032 -2.326291006 17.35

1981.727 145.58 8.25 174.7 72.79 5437857.6904 145151818.988 369895674.9 0.010557973 8.26304320 145.58 23.33 174.7 72.79 25490972.8052 210279975.163 162640482 0.068354986 23.40

74764.44 145.58 3.80 174.7 72.79 -617422.798828 54816265.8543 88205114.99 -0.004316996 3.80371586 145.58 14.65 174.7 72.79 -3490573.47158 48659298.0719 42463846.5 -0.038306113 14.65463446 145.58 14.37 174.7 72.79 -2336236.54219 54816265.8543 9202949.032 -0.03649274 14.37174543 145.58 7.63 174.7 72.79 6756431.12956 177753798.732 60401718.37 0.028369828 7.65257855 145.58 7.99 174.7 72.79 8853391.71027 212694061.012 9202949.032 0.039898653 8.03

63093.16 145.58 2.42 174.7 72.79 4974263.53706 398111885.14 37846496.96 0.01140995 2.4398014.42 145.58 12.70 174.7 72.79 37307775.6681 621315741.098 238708593.8 0.043379907 12.75392.2603 145.58 1.63 174.7 72.79 -1807491.5429 4276751.32634 369895674.9 -0.004830638 1.632624088 145.58 145.78

5.63

Mtx1 Mty2

S

S

Ky

XKyXCR

*

S

S

Kx

YKxYCR

*

Page 41: ALBAÑILERIA CONFINADA

300175 297.45334 97.5454145165 297.45334 44.79351156570 297.45334 33.31489

99237 297.45334 19.5357482265.17 297.45334 14.93323

112307 297.45334 19.17735105473 297.45334 18.72927376290 297.45334 49.42395

297.4533

Cort. de TraslacionKy.X V1 Vm ton2302.242 297.45334 21.01638

45647.7 297.45334 13.44286332.84 297.45334 14.50496

Page 42: ALBAÑILERIA CONFINADA

100769 297.45334 14.75749520094 297.45334 35.3431

1827.663 297.45334 16.68411283060 297.45334 47.55752

68418.38 297.45334 7.616681377812 297.45334 32.63958424363 297.45334 28.83768161321 297.45334 15.44734238450 297.45334 16.20391

57141.31 297.45334 4.80021593038.82 297.45334 26.4311237.8521 297.45334 2.17127

297.4533

Page 43: ALBAÑILERIA CONFINADA

H = 2.5

NIVELESSISMO SEVERO SISMO MODERADO Fi M (Tn-m)

PLACA X-13 40.83 20.41 20.41 51.03 23.902 69.08 34.54 14.13 137.39 40.441 83.20 41.60 7.06 241.39 48.70

MURO X-13 20.02 10.01 10.01 25.02 11.082 33.72 16.86 6.85 67.17 18.651 40.53 20.27 3.41 117.84 22.40

MURO X-23 14.92 7.46 7.46 18.66 8.182 25.23 12.61 5.15 50.191 30.37 15.19 2.57 88.15 13.82

MURO X.33 8.26 4.13 4.13 10.32 16.642 13.92 6.96 2.83 27.72 4.821 16.73 8.37 1.41 48.64 8.13

PLACA X-23 20.85 10.43 10.43 26.07 9.772 35.24 17.62 7.20 70.12 3.671 42.43 21.21 3.59 123.16 6.20

DESCRIPCION VE Ve

Page 44: ALBAÑILERIA CONFINADA

MURO X-43 8.72 4.36 4.36 10.90 7.462 14.73 7.36 3.00 29.31 4.711 17.72 8.86 1.50 51.46 7.96

MURO X-53 8.43 4.21 4.21 10.54 9.582 14.20 7.10 2.88 28.28 4.631 17.07 8.53 1.43 49.62 7.79

MURO X-63 5.75 2.87 2.87 7.19 9.372 9.71 4.86 1.98 19.33 12.191 11.69 5.85 0.99 33.94 20.54

PLACA X-33 18.47 9.24 9.24 23.09 24.702 31.15 15.57 6.34 62.02 5.141 37.46 18.73 3.16 108.84 8.71

MURO Y-13 10.37 5.18 5.18 12.96 10.492 17.56 8.78 3.59 34.91 3.291 21.15 10.58 1.80 61.35 5.57

MURO Y-23 6.65 3.32 3.32 8.31 6.712 11.25 5.63 2.30 22.38 3.551 13.56 6.78 1.15 39.32 6.01

MURO Y-33 7.17 3.59 3.59 8.96 7.242 12.14 6.07 2.49 24.14 3.611 14.63 7.31 1.24 42.42 6.12

MURO Y-43 7.27 3.64 3.64 9.09 7.372 12.32 6.16 2.52 24.49 8.651 14.84 7.42 1.26 43.03 14.65

MURO Y-5

3 17.35 8.68 8.68 21.69 17.642 29.39 14.69 6.02 58.42 4.09

1 35.40 17.70 3.01 102.67 6.92

MURO Y-63 8.26 4.13 4.13 10.33 8.332 13.98 6.99 2.86 27.80 11.681 16.84 8.42 1.43 48.85 19.74

MURO Y-73 23.40 11.70 11.70 29.24 23.762 39.69 19.85 8.15 78.86 1.861 47.59 23.79 3.95 138.34 3.16

MURO Y-83 3.80 1.90 1.90 4.75 3.802 6.43 3.22 1.32 12.78

Page 45: ALBAÑILERIA CONFINADA

MURO Y-81 7.75 3.87 0.66 22.47 7.99

PLACA Y-13 14.65 7.32 7.32 18.31 13.522 24.80 12.40 5.08 49.31 16.291 29.88 14.94 2.54 86.65 7.06

PLACA Y-23 14.37 7.18 7.18 17.96 11.952 24.33 12.17 4.98 48.37 14.401 29.31 14.66 2.49 85.01 3.80

MURO Y-93 7.65 3.83 3.83 9.57 6.41

2 13.05 6.53 2.70 25.88 7.721 15.56 7.78 1.25 45.33 3.99

MURO Y-103 8.03 4.02 4.02 10.04 6.732 13.82 6.91 2.89 27.31 8.101 16.31 8.15 1.25 47.70 1.18

MURO Y-113 2.43 1.21 1.21 3.04 1.992 4.16 2.08 0.86 8.24 2.401 4.93 2.47 0.39 14.40 6.50

MURO Y-123 12.75 6.37 6.37 15.93 10.972 21.58 10.79 4.42 42.91 13.201 25.91 12.96 2.17 75.31 0.53

MURO Y-133 1.63 0.82 0.82 2.04 0.902 2.77 1.38 0.57 5.50 1.081 3.33 1.67 0.28 9.67

145.78 140.50247.26 237.26296.98 285.52

Page 46: ALBAÑILERIA CONFINADA

DESCRIPCION NIVELES

59.74PLACA X-1

3 53.04 132.60 26.52 66.30220.59 2 89.75 489.58 44.88 244.79503.19 1 108.10 1116.80 54.05 558.4027.71

MURO X-13 19.85 49.64 9.93 24.82

102.03 2 33.37 182.71 16.69 91.35232.36 1 40.09 416.00 20.04 208.0020.44

MURO X-2

3 14.71 36.77 7.35 18.39

75.44 2 24.86 135.70 12.43 67.85172.03 1 29.93 309.45 14.96 154.7212.06

MURO X.33 5.46 13.65 2.73 6.82

44.43 2 9.19 50.27 4.60 25.14101.23 1 11.05 114.52 5.52 57.26

9.17PLACA X-2

3 23.43 58.58 11.72 29.2933.82 2 39.60 216.15 19.80 108.08

Page 47: ALBAÑILERIA CONFINADA

77.12PLACA X-2

1 47.67 492.90 23.83 246.4511.78

MURO X-43 6.13 15.33 3.07 7.67

43.46 2 10.36 56.56 5.18 28.2899.09 1 12.47 128.95 6.23 64.4711.57

MURO X-53 5.81 14.53 2.91 7.27

42.63 2 9.78 53.53 4.89 26.7697.10 1 11.76 121.91 5.88 60.9530.47

PLACA X-33 17.85 44.62 8.92 22.31

112.30 2 30.08 164.45 15.04 82.23255.90 1 36.17 374.71 18.08 187.3512.86

MURO Y-13 10.35 25.87 5.17 12.93

47.49 2 17.52 95.53 8.76 47.76108.34 1 21.11 217.95 10.55 108.98

8.22MURO Y-2

3 5.82 14.55 2.91 7.2830.37 2 9.86 53.75 4.93 26.8869.30 1 11.88 122.64 5.94 61.328.87

MURO Y-33 6.80 16.99 3.40 8.50

32.77 2 11.51 62.77 5.76 31.3874.78 1 13.87 143.20 6.93 71.609.03

MURO Y-43 6.94 17.35 3.47 8.67

33.34 2 11.75 64.06 5.87 32.0376.08 1 14.15 146.17 7.08 73.0821.62

MURO Y-53 17.92 44.79 8.96 22.40

79.86 2 30.34 165.43 15.17 82.71182.20 1 36.55 377.44 18.27 188.7210.22

MURO Y-63 7.79 19.46 3.89 9.73

37.75 2 13.18 71.89 6.59 35.9486.09 1 15.88 164.02 7.94 82.0129.21

MURO Y-73 24.51 61.27 12.25 30.64

107.76 2 41.50 226.29 20.75 113.15245.71 1 50.00 516.31 25.00 258.15

4.66MURO Y-8

3 2.71 6.78 1.36 3.3917.21 2 4.59 25.04 2.30 12.5239.27 1 5.53 57.13 2.77 28.57

Page 48: ALBAÑILERIA CONFINADA

19.97PLACA Y-1

3 16.56 41.40 8.28 20.7073.75 2 28.04 152.89 14.02 76.44

168.26 1 33.78 348.82 16.89 174.4117.64

PLACA Y-23 16.56 41.40 8.28 20.70

65.16 2 28.04 152.89 14.02 76.44148.66 1 33.78 348.82 16.89 174.41

9.50

MURO Y-9

3 6.94 17.35 3.47 8.6735.04 2 11.75 64.06 5.87 32.03

79.87 1 14.15 146.17 7.08 73.089.98

MURO Y-103 7.36 18.40 3.68 9.20

36.79 2 12.46 67.97 6.23 33.9883.85 1 15.02 155.08 7.51 77.542.95

MURO Y-113 1.64 4.10 0.82 2.05

10.89 2 2.78 15.16 1.39 7.5824.83 1 3.35 34.59 1.67 17.2916.24

MURO Y-123 12.74 31.86 6.37 15.93

59.90 2 21.58 117.67 10.79 58.83136.58 1 26.00 268.47 13.00 134.23

1.33MURO Y-13

3 0.95 2.38 0.48 1.194.91 2 1.61 8.79 0.81 4.39

11.19 1 1.94 20.05 0.97 10.03

Page 49: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

DATOS 10.01 0.15

f 'm 650 tn/m2 2.5v 'm 97 tn/m2f`c = 0.175 tn/cm2 6.85 0.15fy = 4.2 tn/cm2

2.5

N colum 2.00 3.41 0.15

XL = 1.48 mL m 1.48 mt = 0.15 m 2.5

NIVEL Fi MV3 10.01 25.02V2 6.85 67.17V1 3.41 117.84

METRADO DE CARGA DEL MURO

Muro en XNIVEL Pcm Pcv Pm (Tn) Pg (tn)

3 5.17 0.79 5.96 5.36 tn2 10.33 2.77 13.10 11.02 tn1 15.50 4.75 20.24 16.68 tn

1.- ESFUERZO MAXIMO

NIVEL mσ < Adm.σ < max.σ 0.05*f'm3 26.83 < 100.52 < 97.5 recalcular 32.52 59.00 < 100.52 < 97.5 recalcular 32.51 91.18 < 100.52 < 97.5 recalcular 32.5

2.- CONTROL DE AGRIETAMIENTO

Entonces :NIVEL 1/3 < a < 1 a

3 0.33 < 0.55 < 1.00 0.55 0.546213

mft

hmf

L

Pmm

t

'*15.0*35

1*'*2.02

VmVe *55,0PgLtvmVm *23,0*****5,0 a

1*

3

1

Me

LVea

Page 50: ALBAÑILERIA CONFINADA

2 0.33 < 0.34 < 1.00 0.34 0.341 0.33 < 0.24 < 1.00 0.33 0.33

NIVEL Ve < Vm 0,55*Vm3 9.24 < 7.11 3.91 7.11 > 20.022 15.57 < 6.23 3.43 13.34 > 33.721 18.73 < 7.43 4.08 20.77 > 40.53

h de ladrillo = 8 cm

81.58

1.5 S = 19 cm8

1.58

NIVEL r >

3 0.0011 > 0.001 OK

2 0.0022 > 0.001 OK

1 0.0022 > 0.001 OK

NIVEL Ash A cm2 3 1 0.32 cm2 2 0.64 cm1 2 0.64 cm

Hallando la Resistencia al corte

donde :

fs = 2.1 tn/cm2

NIVEL Ve < V`m 0,55*V`m NIVEL V`m 3 9.24 < 12.35 6.79Necesita refuerzo horizontal 3 12.352 15.57 < 16.70 9.18Necesita refuerzo horizontal 2 16.701 18.73 < 17.89 9.84Necesita refuerzo horizontal 1 17.89

3.- FACTOR DE AMPLIFICACION

Donde :

2 < 0.40 < 3 2.00 2.00

NIVEL Vui Mui3 18.47 50.052 31.15 134.351 37.46 235.68

r minr minr minr min

f 3/4f 3/4f 3/4

1

1

eeui V

VmVV

1

1

eeui V

VmMM

fsAshVdVmmV *S2

fyfs

321

1 Ve

Vm

Page 51: ALBAÑILERIA CONFINADA

4.- DISEÑO DE CONFINAMIENTO

FUERZA CORTANTE Vm = cortante de agrietamiento diagonal Lm = Longitud del paño mayor o 0.5L o lo q sea mayor, en muros de un paño Lm = L Nc = Numero de columnas

NIVEL Vc 3 3.56 ton 9.832 3.11 ton 21.741 3.71 ton 19.84

TRACCION

Donde B = o

COLUMNA C - 1NIVEL Pd Pt Pc M F T

3 0.85 3.83 41.16 27.81 23.98 tn2 1.12 7.67 126.56 85.51 77.85 tn1 1.12 11.24 226.40 152.97 141.74 tn

COLUMNA C - 2

NIVEL Pd Pt Pc M F T3 0.30 2.66 5.94 41.16 27.81 21.87 tn2 0.38 2.66 9.58 126.56 85.51 75.93 tn1 0.38 2.66 13.15 226.40 152.97 139.82 tn

COMPRESION

COLUMNA C - 1 COLUMNA C - 2NIVEL C NIVEL C

3 31.64 tn 3 33.74 tn2 93.18 tn 2 95.10 tn1 164.21 tn 1 166.13 tn

Determinacion del refuerzo verticalAsf = Refuerzo requerido por corte friccion Ast = Refuerzo requerido por traccion

0.85f

PtPmPcdPc 2

1

1*

**5,1

NcL

LmVmVc

PcFT

L

BPmPt

*

f*yst f

TA

f**ysf

f

VcA

ystsfs f

AccfAAA

**1,0

Lt*41 t*6

L

MF

FPcC

Page 52: ALBAÑILERIA CONFINADA

0.8 Para juntas sin tratamiento 1 Para juntas en que se haya eliminado la lechada

COLUMNA C - 1NIVEL Ast Asf As Nº Varillas f As

3 6.72 4 3/8 0.712 21.81 1/2 1.271 39.70 1.04 40.74 4 1/2 1.27

COLUMNA C - 2NIVEL Ast Asf As Nº Varillas f As

3 6.13 4 3/8 0.712 21.27 5/8 1.981 39.17 1.04 40.21 4 1/2 1.27

Area Neta del diseño a compresion

0.7 o 0.75 Según se utilice estribos cerrados o zunchos d 0.8 Para columnas sin muros transversales d 1 Para columnas confinadas por muros transversales

An = Area del nucleo

rec= 216 20

rec= 2L

COLUMNA C - 1 COLUMNA C - 2NIVEL An d + rec L = t = A col NIVEL An

3 149.51 13 25.00 20.00 500.00 3 157.202 370.76 27 25.00 20.00 500.00 2 334.001 574.08 40 25.00 20.00 500.00 1 500.44

DISEÑO POR CORTE POR FRICCION

0.85

COLUMNA C - 1

NIVEL Acf > Acf > 15t h L t 3 119.57 > 500.00 > 300 25 25.00 20.002 104.69 > 500.00 > 300 25 25.00 20.001 124.80 > 500.00 > 300 25 25.00 20.00

COLUMNA C - 2

f

f

)(15**2.0

2cmtAccf

VcAcf

f

c

ys

n f

fAC

AsA

**85,0

*

df

Page 53: ALBAÑILERIA CONFINADA

NIVEL Acf > Acf > 15t h L t 3 119.57 > 500.00 > 300 25 25.00 20.002 104.69 > 500.00 > 300 25 25.00 20.001 124.80 > 500.00 > 300 25 25.00 20.00

ESTRIBOS Av

Usando: 1/4 0.64 cmtn = espesor del nucleo

6.56 cm 8.00 cm

10.00 cm6.25 cm

NIVEL

3 37.50 45.002 37.50 45.001 37.50 45.00

DISEÑO DE VIGAS SOLERAS

0.9b h

A v solera= 13 15 195 cm2

NIVEL Ts As

3 3.56 0.94 0.81252 3.11 0.82 0.81251 3.71 0.98 0.8125

f Area 1 er Nivel 2 er Nivel 3 er Nivel

3/8 0.71 4 4 4 2.84 2.84 2.84 1/2 1.27 0.00 0.00 0.00 5/8 1.98 0.00 0.00 0.00 3/4 2.85 0.00 0.00 0.001 5.07 0.00 0.00 0.00

2.84 2.84 2.84OK OK OK

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20

f

0,1*fc*Acs/fy

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Varillas 1º

Varillas 2º

Varillas 3º

)1/(***3.0

*1

AnAccftn

FyAvS

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

L

LmVmTs 2

*yy

ss f

Acscf

f

TA

**1,0

*

f

Page 54: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

No necesita refuerzo horizontalNecesita refuerzo horizontalNecesita refuerzo horizontal

Page 55: ALBAÑILERIA CONFINADA

> Vei 3*Vei101.79 > 66.10 198.3087.25 > 111.50 334.5175.91 > 134.12 402.37

306.16 > 116.77309.10 > 198.13285.89 > 237.79

S Vm

Page 56: ALBAÑILERIA CONFINADA

cortante de agrietamiento diagonal Longitud del paño mayor o 0.5L o lo q sea mayor, en muros de un paño Lm = L Numero de columnas

F = Fuerza a xial en las columnas extremas Pc = Sumatoria de Cargas grvitacionales

Para pisos superiores:

Refuerzo requerido por corte friccion Refuerzo requerido por traccion

hVmMuiM **2

1

Ve

VmMeMui *

L

MuF

Page 57: ALBAÑILERIA CONFINADA

Nº Varillas f As As total 3/8 0.71 2.85 CORREGIR

4 5/8 1.98 7.92 CORREGIR6 5/8 1.98 16.94 CORREGIR

Nº Varillas f As As total 3/8 0.71 2.85 CORREGIR

4 5/8 1.98 7.92 CORREGIR6 5/8 1.98 16.94 CORREGIR

Para columnas confinadas por muros transversales

d + rec L = t = A col14 25.00 20.00 500.0025 25.00 20.00 500.0035 25.00 20.00 500.00

Ac An0,1*fc*Acs/fy

500.00 336 2.08 OK500.00 336 2.08 OK500.00 336 2.08 OK

Page 58: ALBAÑILERIA CONFINADA

Ac An0,1*fc*Acs/fy

500.00 336 2.08 OK500.00 336 2.08 OK500.00 336 2.08 OK

1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Page 59: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

DATOS 10.01 0.15

f 'm 650 tn/m2 2.5v 'm 81 tn/m2f`c = 0.175 tn/cm2 6.85 0.15fy = 4.2 tn/cm2

2.5

N colum 2.00 3.41 0.15

XL = 1.65 mL m 1.65 mt = 0.15 m 2.5

NIVEL Fi MV3 10.01 25.02V2 6.85 67.17V1 3.41 117.84

METRADO DE CARGA DEL MURO

Muro en XNIVEL Pcm Pcv Pm (Tn) Pg (tn)

3 5.17 0.79 5.96 5.36 tn2 10.33 2.77 13.10 11.02 tn1 15.50 4.75 20.24 16.68 tn

1.- ESFUERZO MAXIMO

NIVEL mσ < Adm.σ < max.σ 0.05*f'm3 24.07 < 100.52 < 97.5 recalcular 32.52 52.92 < 100.52 < 97.5 recalcular 32.51 81.78 < 100.52 < 97.5 recalcular 32.5

2.- CONTROL DE AGRIETAMIENTO

Entonces :NIVEL 1/3 < a < 1 a

3 0.33 < 0.69 < 1.00 0.69 0.6875017

mft

hmf

L

Pmm

t

'*15.0*35

1*'*2.02

VmVe *55,0PgLtvmVm *23,0*****5,0 a

1*

3

1

Me

LVea

Page 60: ALBAÑILERIA CONFINADA

2 0.33 < 0.43 < 1.00 0.43 0.431 0.33 < 0.30 < 1.00 0.33 0.33

NIVEL Ve < Vm 0,55*Vm3 10.43 < 8.12 4.47 8.12 > 20.022 17.62 < 6.87 3.78 15.00 > 33.721 21.21 < 7.18 3.95 22.18 > 40.53

h de ladrillo = 8 cm

81.58

1.5 S = 19 cm8

1.58

NIVEL r >

3 0.0011 > 0.001 OK

2 0.0022 > 0.001 OK

1 0.0022 > 0.001 OK

NIVEL Ash A cm2 3 1 0.32 cm2 2 0.64 cm1 2 0.64 cm

Hallando la Resistencia al corte

donde :

fs = 2.1 tn/cm2

NIVEL Ve < V`m 0,55*V`m NIVEL V`m 3 10.43 < 13.96 7.68Necesita refuerzo horizontal 3 13.962 17.62 < 18.55 10.20Necesita refuerzo horizontal 2 18.551 21.21 < 18.85 10.37Necesita refuerzo horizontal 1 18.85

3.- FACTOR DE AMPLIFICACION

Donde :

2 < 0.34 < 3 2.00 2.00

NIVEL Vui Mui3 20.85 50.052 35.24 134.351 42.43 235.68

r minr minr minr min

f 3/4f 3/4f 3/4

1

1

eeui V

VmVV

1

1

eeui V

VmMM

fsAshVdVmmV *S2

fyfs

321

1 Ve

Vm

Page 61: ALBAÑILERIA CONFINADA

4.- DISEÑO DE CONFINAMIENTO

FUERZA CORTANTE Vm = cortante de agrietamiento diagonal Lm = Longitud del paño mayor o 0.5L o lo q sea mayor, en muros de un paño Lm = L Nc = Numero de columnas

NIVEL Vc 3 4.06 ton 9.832 3.44 ton 21.741 3.59 ton 19.84

TRACCION

Donde B = o

COLUMNA C - 1NIVEL Pd Pt Pc M F T

3 0.85 3.83 39.89 24.18 20.35 tn2 1.12 7.67 125.75 76.21 68.55 tn1 1.12 11.24 226.71 137.40 126.16 tn

COLUMNA C - 2

NIVEL Pd Pt Pc M F T3 0.30 2.66 5.94 39.89 24.18 18.24 tn2 0.38 2.66 9.58 125.75 76.21 66.63 tn1 0.38 2.66 13.15 226.71 137.40 124.25 tn

COMPRESION

COLUMNA C - 1 COLUMNA C - 2NIVEL C NIVEL C

3 28.01 tn 3 30.11 tn2 83.88 tn 2 85.80 tn1 148.64 tn 1 150.55 tn

Determinacion del refuerzo verticalAsf = Refuerzo requerido por corte friccion Ast = Refuerzo requerido por traccion

0.85f

PtPmPcdPc 2

1

1*

**5,1

NcL

LmVmVc

PcFT

L

BPmPt

*

f*yst f

TA

f**ysf

f

VcA

ystsfs f

AccfAAA

**1,0

Lt*41 t*6

L

MF

FPcC

Page 62: ALBAÑILERIA CONFINADA

0.8 Para juntas sin tratamiento 1 Para juntas en que se haya eliminado la lechada

COLUMNA C - 1NIVEL Ast Asf As Nº Varillas f As

3 5.70 4 3/8 0.712 19.20 1/2 1.271 35.34 1.01 36.35 4 1/2 1.27

COLUMNA C - 2NIVEL Ast Asf As Nº Varillas f As

3 5.11 4 3/8 0.712 18.66 5/8 1.981 34.80 1.01 35.81 4 1/2 1.27

Area Neta del diseño a compresion

0.7 o 0.75 Según se utilice estribos cerrados o zunchos d 0.8 Para columnas sin muros transversales d 1 Para columnas confinadas por muros transversales

An = Area del nucleo

rec= 216 20

rec= 2L

COLUMNA C - 1 COLUMNA C - 2NIVEL An d + rec L = t = A col NIVEL An

3 140.81 13 25.00 20.00 500.00 3 150.032 348.46 26 25.00 20.00 500.00 2 315.631 537.92 38 25.00 20.00 500.00 1 470.63

DISEÑO POR CORTE POR FRICCION

0.85

COLUMNA C - 1

NIVEL Acf > Acf > 15t h L t 3 136.55 > 500.00 > 300 25 25.00 20.002 115.53 > 500.00 > 300 25 25.00 20.001 120.64 > 500.00 > 300 25 25.00 20.00

COLUMNA C - 2

f

f

)(15**2.0

2cmtAccf

VcAcf

f

c

ys

n f

fAC

AsA

**85,0

*

df

Page 63: ALBAÑILERIA CONFINADA

NIVEL Acf > Acf > 15t h L t 3 136.55 > 500.00 > 300 25 25.00 20.002 115.53 > 500.00 > 300 25 25.00 20.001 120.64 > 500.00 > 300 25 25.00 20.00

ESTRIBOS Av

Usando: 1/4 0.64 cmtn = espesor del nucleo

6.56 cm 8.00 cm

10.00 cm6.25 cm

NIVEL

3 37.50 45.002 37.50 45.001 37.50 45.00

DISEÑO DE VIGAS SOLERAS

0.9b h

A v solera= 13 15 195 cm2

NIVEL Ts As

3 4.06 1.07 0.81252 3.44 0.91 0.81251 3.59 0.95 0.8125

f Area 1 er Nivel 2 er Nivel 3 er Nivel

3/8 0.71 4 4 4 2.84 2.84 2.84 1/2 1.27 0.00 0.00 0.00 5/8 1.98 0.00 0.00 0.00 3/4 2.85 0.00 0.00 0.001 5.07 0.00 0.00 0.00

2.84 2.84 2.84OK OK OK

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20

f

0,1*fc*Acs/fy

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Varillas 1º

Varillas 2º

Varillas 3º

)1/(***3.0

*1

AnAccftn

FyAvS

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

L

LmVmTs 2

*yy

ss f

Acscf

f

TA

**1,0

*

f

Page 64: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

No necesita refuerzo horizontalNecesita refuerzo horizontalNecesita refuerzo horizontal

Page 65: ALBAÑILERIA CONFINADA

> Vei 3*Vei56.37 > 66.10 198.3042.69 > 111.50 334.5135.65 > 134.12 402.37

306.16 > 116.77309.10 > 198.13285.89 > 237.79

S Vm

Page 66: ALBAÑILERIA CONFINADA

cortante de agrietamiento diagonal Longitud del paño mayor o 0.5L o lo q sea mayor, en muros de un paño Lm = L Numero de columnas

F = Fuerza a xial en las columnas extremas Pc = Sumatoria de Cargas grvitacionales

Para pisos superiores:

Refuerzo requerido por corte friccion Refuerzo requerido por traccion

hVmMuiM **2

1

Ve

VmMeMui *

L

MuF

Page 67: ALBAÑILERIA CONFINADA

Nº Varillas f As As total 3/8 0.71 2.85 CORREGIR

4 5/8 1.98 7.92 CORREGIR6 5/8 1.98 16.94 CORREGIR

Nº Varillas f As As total 3/8 0.71 2.85 CORREGIR

4 5/8 1.98 7.92 CORREGIR6 5/8 1.98 16.94 CORREGIR

Para columnas confinadas por muros transversales

d + rec L = t = A col13 25.00 20.00 500.0024 25.00 20.00 500.0033 25.00 20.00 500.00

Ac An0,1*fc*Acs/fy

500.00 336 2.08 OK500.00 336 2.08 OK500.00 336 2.08 OK

Page 68: ALBAÑILERIA CONFINADA

Ac An0,1*fc*Acs/fy

500.00 336 2.08 OK500.00 336 2.08 OK500.00 336 2.08 OK

1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Page 69: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

DATOS 10.01 0.15

f 'm 650 tn/m2 2.5v 'm 81 tn/m2f`c = 0.175 tn/cm2 6.85 0.15fy = 4.2 tn/cm2

2.5

N colum 2.00 3.41 0.15

XL = 2.40 mL m 2.40 mt = 0.15 m 2.5

NIVEL Fi MV3 10.01 25.02V2 6.85 67.17V1 3.41 117.84

METRADO DE CARGA DEL MURO

Muro en XNIVEL Pcm Pcv Pm (Tn) Pg (tn)

3 5.17 0.79 5.96 5.36 tn2 10.33 2.77 13.10 11.02 tn1 15.50 4.75 20.24 16.68 tn

1.- ESFUERZO MAXIMO

NIVEL mσ < Adm.σ < max.σ 0.05*f'm3 16.54 < 100.52 < 97.5 recalcular 32.52 36.39 < 100.52 < 97.5 recalcular 32.51 56.23 < 100.52 < 97.5 recalcular 32.5

2.- CONTROL DE AGRIETAMIENTO

Entonces :NIVEL 1/3 < a < 1 a

3 0.33 < 1.96 < 1.00 1.96 1

mft

hmf

L

Pmm

t

'*15.0*35

1*'*2.02

VmVe *55,0PgLtvmVm *23,0*****5,0 a

1*

3

1

Me

LVea

Page 70: ALBAÑILERIA CONFINADA

2 0.33 < 1.23 < 1.00 1.23 1.001 0.33 < 0.85 < 1.00 0.85 0.85

NIVEL Ve < Vm 0,55*Vm3 20.41 < 15.81 8.70 15.81 > 20.022 34.54 < 17.12 9.41 32.93 > 33.721 41.60 < 16.19 8.90 49.12 > 40.53

h de ladrillo = 8 cm

81.58

1.5 S = 19 cm8

1.58

NIVEL r >

3 0.0011 > 0.001 OK

2 0.0022 > 0.001 OK

1 0.0022 > 0.001 OK

NIVEL Ash A cm2 3 1 0.32 cm2 2 0.64 cm1 2 0.64 cm

Hallando la Resistencia al corte

donde :

fs = 2.1 tn/cm2

NIVEL Ve < V`m 0,55*V`m NIVEL V`m 3 20.41 < 24.30 13.37Necesita refuerzo horizontal 3 24.302 34.54 < 34.09 18.75Necesita refuerzo horizontal 2 34.091 41.60 < 33.17 18.24Necesita refuerzo horizontal 1 33.17

3.- FACTOR DE AMPLIFICACION

Donde :

2 < 0.39 < 3 2.00 2.00

NIVEL Vui Mui3 40.83 50.052 69.08 134.351 83.20 235.68

r minr minr minr min

f 3/4f 3/4f 3/4

1

1

eeui V

VmVV

1

1

eeui V

VmMM

fsAshVdVmmV *S2

fyfs

321

1 Ve

Vm

Page 71: ALBAÑILERIA CONFINADA

4.- DISEÑO DE CONFINAMIENTO

FUERZA CORTANTE Vm = cortante de agrietamiento diagonal Lm = Longitud del paño mayor o 0.5L o lo q sea mayor, en muros de un paño Lm = L Nc = Numero de columnas

NIVEL Vc 3 7.91 ton 9.832 8.56 ton 21.741 8.10 ton 19.84

TRACCION

Donde B = o

COLUMNA C - 1NIVEL Pd Pt Pc M F T

3 0.85 3.83 30.28 12.62 8.79 tn2 1.12 7.67 112.95 47.06 39.40 tn1 1.12 11.24 215.44 89.77 78.53 tn

COLUMNA C - 2

NIVEL Pd Pt Pc M F T3 0.30 2.66 5.94 30.28 12.62 6.68 tn2 0.38 2.66 9.58 112.95 47.06 37.48 tn1 0.38 2.66 13.15 215.44 89.77 76.62 tn

COMPRESION

COLUMNA C - 1 COLUMNA C - 2NIVEL C NIVEL C

3 16.45 tn 3 18.55 tn2 54.73 tn 2 56.65 tn1 101.01 tn 1 102.92 tn

Determinacion del refuerzo verticalAsf = Refuerzo requerido por corte friccion Ast = Refuerzo requerido por traccion

0.85f

PtPmPcdPc 2

1

1*

**5,1

NcL

LmVmVc

PcFT

L

BPmPt

*

f*yst f

TA

f**ysf

f

VcA

ystsfs f

AccfAAA

**1,0

Lt*41 t*6

L

MF

FPcC

Page 72: ALBAÑILERIA CONFINADA

0.8 Para juntas sin tratamiento 1 Para juntas en que se haya eliminado la lechada

COLUMNA C - 1NIVEL Ast Asf As Nº Varillas f As

3 2.46 4 3/8 0.712 11.04 1/2 1.271 22.00 2.27 24.27 4 1/2 1.27

COLUMNA C - 2NIVEL Ast Asf As Nº Varillas f As

3 1.87 4 3/8 0.712 10.50 5/8 1.981 21.46 2.27 23.73 4 1/2 1.27

Area Neta del diseño a compresion

0.7 o 0.75 Según se utilice estribos cerrados o zunchos d 0.8 Para columnas sin muros transversales d 1 Para columnas confinadas por muros transversales

An = Area del nucleo

rec= 216 20

rec= 2L

COLUMNA C - 1 COLUMNA C - 2NIVEL An d + rec L = t = A col NIVEL An

3 113.08 11 25.00 20.00 500.00 3 127.202 278.54 21 25.00 20.00 500.00 2 258.061 380.39 28 25.00 20.00 500.00 1 342.19

DISEÑO POR CORTE POR FRICCION

0.85

COLUMNA C - 1

NIVEL Acf > Acf > 15t h L t 3 265.77 > 500.00 > 300 25 25.00 20.002 287.65 > 500.00 > 300 25 25.00 20.001 272.10 > 500.00 > 300 25 25.00 20.00

COLUMNA C - 2

f

f

)(15**2.0

2cmtAccf

VcAcf

f

c

ys

n f

fAC

AsA

**85,0

*

df

Page 73: ALBAÑILERIA CONFINADA

NIVEL Acf > Acf > 15t h L t 3 265.77 > 500.00 > 300 25 25.00 20.002 287.65 > 500.00 > 300 25 25.00 20.001 272.10 > 500.00 > 300 25 25.00 20.00

ESTRIBOS Av

Usando: 1/4 0.64 cmtn = espesor del nucleo

6.56 cm 8.00 cm

10.00 cm6.25 cm

NIVEL

3 37.50 45.002 37.50 45.001 37.50 45.00

DISEÑO DE VIGAS SOLERAS

0.9b h

A v solera= 13 15 195 cm2

NIVEL Ts As

3 7.91 2.09 0.81252 8.56 2.26 0.81251 8.10 2.14 0.8125

f Area 1 er Nivel 2 er Nivel 3 er Nivel

3/8 0.71 4 4 4 2.84 2.84 2.84 1/2 1.27 0.00 0.00 0.00 5/8 1.98 0.00 0.00 0.00 3/4 2.85 0.00 0.00 0.001 5.07 0.00 0.00 0.00

2.84 2.84 2.84OK OK OK

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20

f

0,1*fc*Acs/fy

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Varillas 1º

Varillas 2º

Varillas 3º

)1/(***3.0

*1

AnAccftn

FyAvS

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

L

LmVmTs 2

*yy

ss f

Acscf

f

TA

**1,0

*

f

Page 74: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

No necesita refuerzo horizontalNecesita refuerzo horizontalNecesita refuerzo horizontal

Page 75: ALBAÑILERIA CONFINADA

> Vei 3*Vei64.06 > 66.10 198.3052.93 > 111.50 334.5144.67 > 134.12 402.37

306.16 > 116.77309.10 > 198.13285.89 > 237.79

S Vm

Page 76: ALBAÑILERIA CONFINADA

cortante de agrietamiento diagonal Longitud del paño mayor o 0.5L o lo q sea mayor, en muros de un paño Lm = L Numero de columnas

F = Fuerza a xial en las columnas extremas Pc = Sumatoria de Cargas grvitacionales

Para pisos superiores:

Refuerzo requerido por corte friccion Refuerzo requerido por traccion

hVmMuiM **2

1

Ve

VmMeMui *

L

MuF

Page 77: ALBAÑILERIA CONFINADA

Nº Varillas f As As total 3/8 0.71 2.85 OK

4 5/8 1.98 7.92 CORREGIR6 5/8 1.98 16.94 CORREGIR

Nº Varillas f As As total 3/8 0.71 2.85 OK

4 5/8 1.98 7.92 CORREGIR6 5/8 1.98 16.94 CORREGIR

Para columnas confinadas por muros transversales

d + rec L = t = A col12 25.00 20.00 500.0020 25.00 20.00 500.0025 25.00 20.00 500.00

Ac An0,1*fc*Acs/fy

500.00 336 2.08 OK500.00 336 2.08 OK500.00 336 2.08 OK

Page 78: ALBAÑILERIA CONFINADA

Ac An0,1*fc*Acs/fy

500.00 336 2.08 OK500.00 336 2.08 OK500.00 336 2.08 OK

1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Page 79: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

DATOS 10.01 0.15

f 'm 650 tn/m2 2.5v 'm 81 tn/m2f`c = 0.175 tn/cm2 6.85 0.15fy = 4.2 tn/cm2

2.5

N colum 2.00 3.41 0.15

XL = 3.50 mL m 3.50 mt = 0.15 m 2.5

NIVEL Fi MV3 10.01 25.02V2 6.85 67.17V1 3.41 117.84

METRADO DE CARGA DEL MURO

Muro en XNIVEL Pcm Pcv Pm (Tn) Pg (tn)

3 5.17 0.79 5.96 5.36 tn2 10.33 2.77 13.10 11.02 tn1 15.50 4.75 20.24 16.68 tn

1.- ESFUERZO MAXIMO

NIVEL mσ < Adm.σ < max.σ 0.05*f'm3 11.34 < 100.52 < 97.5 recalcular 32.52 24.95 < 100.52 < 97.5 recalcular 32.51 38.55 < 100.52 < 97.5 recalcular 32.5

2.- CONTROL DE AGRIETAMIENTO

Entonces :NIVEL 1/3 < a < 1 a

3 0.33 < 1.40 < 1.00 1.40 1

mft

hmf

L

Pmm

t

'*15.0*35

1*'*2.02

VmVe *55,0PgLtvmVm *23,0*****5,0 a

1*

3

1

Me

LVea

Page 80: ALBAÑILERIA CONFINADA

2 0.33 < 0.88 < 1.00 0.88 0.881 0.33 < 0.60 < 1.00 0.60 0.60

NIVEL Ve < Vm 0,55*Vm3 10.01 < 22.50 12.37 22.50 > 20.022 16.86 < 21.21 11.67 43.71 > 33.721 20.27 < 16.64 9.15 60.35 > 40.53

h de ladrillo = 8 cm

81.58

1.5 S = 19 cm8

1.58

NIVEL r >

3 0.0011 > 0.001 OK

2 0.0022 > 0.001 OK

1 0.0022 > 0.001 OK

NIVEL Ash A cm2 3 1 3/8 0.71 cm2 1 3/8 0.71 cm1 1 3/8 0.71 cm

Hallando la Resistencia al corte

donde :

fs = 2.1 tn/cm2

NIVEL Ve < V`m 0,55*V`m NIVEL V`m 3 10.01 < 50.06 27.53 Ok 3 22.502 16.86 < 48.78 26.83 Ok 2 48.781 20.27 < 44.20 24.31 Ok 1 44.20

3.- FACTOR DE AMPLIFICACION

Donde :

2 < 0.82 < 3 2.00 2.00

NIVEL Vui Mui3 20.02 50.052 33.72 134.351 40.53 235.68

r minr minr minr min

1

1

eeui V

VmVV

1

1

eeui V

VmMM

fsAshVdVmmV *S2

fyfs

321

1 Ve

Vm

Page 81: ALBAÑILERIA CONFINADA

4.- DISEÑO DE CONFINAMIENTO

FUERZA CORTANTE Vm = cortante de agrietamiento diagonal Lm = Longitud del paño mayor o 0.5L o lo q sea mayor, en muros de un paño Lm = L Nc = Numero de columnas

NIVEL Vc 3 11.25 ton 9.832 10.61 ton 21.741 8.32 ton 19.84

TRACCION

Donde B = o

COLUMNA C - 1NIVEL Pd Pt Pc M F T

3 0.85 3.83 21.93 6.27 2.43 tn2 1.12 7.67 107.83 30.81 23.14 tn1 1.12 11.24 214.89 61.40 50.16 tn

COLUMNA C - 2

NIVEL Pd Pt Pc M F T3 0.30 2.66 5.94 21.93 6.27 0.33 tn2 0.38 2.66 9.58 107.83 30.81 21.23 tn1 0.38 2.66 13.15 214.89 61.40 48.24 tn

COMPRESION

COLUMNA C - 1 COLUMNA C - 2NIVEL C NIVEL C

3 10.10 tn 3 12.20 tn2 38.47 tn 2 40.39 tn1 72.63 tn 1 74.55 tn

Determinacion del refuerzo verticalAsf = Refuerzo requerido por corte friccion Ast = Refuerzo requerido por traccion

0.85f

PtPmPcdPc 2

1

1*

**5,1

NcL

LmVmVc

PcFT

L

BPmPt

*

f*yst f

TA

f**ysf

f

VcA

ystsfs f

AccfAAA

**1,0

Lt*41 t*6

L

MF

FPcC

Page 82: ALBAÑILERIA CONFINADA

0.8 Para juntas sin tratamiento 1 Para juntas en que se haya eliminado la lechada

COLUMNA C - 1NIVEL Ast Asf As Nº Varillas f As

3 0.68 4 3/8 0.712 6.48 1/2 1.271 14.05 2.33 16.38 4 1/2 1.27

COLUMNA C - 2NIVEL Ast Asf As Nº Varillas f As

3 0.09 4 3/8 0.712 5.95 5/8 1.981 13.51 2.33 15.84 4 1/2 1.27

Area Neta del diseño a compresion

0.7 o 0.75 Según se utilice estribos cerrados o zunchos d 0.8 Para columnas sin muros transversales d 1 Para columnas confinadas por muros transversales

An = Area del nucleo

rec= 216 20

rec= 2L

COLUMNA C - 1 COLUMNA C - 2NIVEL An d + rec L = t = A col NIVEL An

3 97.84 10 25.00 20.00 500.00 3 114.662 239.55 19 25.00 20.00 500.00 2 225.961 310.19 23 25.00 20.00 500.00 1 284.46

DISEÑO POR CORTE POR FRICCION

0.85

COLUMNA C - 1

NIVEL Acf > Acf > 15t h L t 3 378.08 > 500.00 > 300 25 25.00 20.002 356.52 > 500.00 > 300 25 25.00 20.001 279.59 > 500.00 > 300 25 25.00 20.00

COLUMNA C - 2

f

f

)(15**2.0

2cmtAccf

VcAcf

f

c

ys

n f

fAC

AsA

**85,0

*

df

Page 83: ALBAÑILERIA CONFINADA

NIVEL Acf > Acf > 15t h L t 3 378.08 > 500.00 > 300 25 25.00 20.002 356.52 > 500.00 > 300 25 25.00 20.001 279.59 > 500.00 > 300 25 25.00 20.00

ESTRIBOS Av

Usando: 1/4 0.64 cmtn = espesor del nucleo

6.56 cm 8.00 cm

10.00 cm6.25 cm

NIVEL

3 37.50 45.002 37.50 45.001 37.50 45.00

DISEÑO DE VIGAS SOLERAS

0.9b h

A v solera= 13 15 195 cm2

NIVEL Ts As

3 11.25 2.98 0.81252 10.61 2.81 0.81251 8.32 2.20 0.8125

f Area 1 er Nivel 2 er Nivel 3 er Nivel

3/8 0.71 4 4 4 2.84 2.84 2.84 1/2 1.27 0.00 0.00 0.00 5/8 1.98 0.00 0.00 0.00 3/4 2.85 0.00 0.00 0.001 5.07 0.00 0.00 0.00

2.84 2.84 2.84OK OK CORREGIR

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20

f

0,1*fc*Acs/fy

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Varillas 1º

Varillas 2º

Varillas 3º

)1/(***3.0

*1

AnAccftn

FyAvS

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

L

LmVmTs 2

*yy

ss f

Acscf

f

TA

**1,0

*

f

Page 84: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

No necesita refuerzo horizontalNo necesita refuerzo horizontal

Necesita refuerzo horizontal

Page 85: ALBAÑILERIA CONFINADA

X

> Vei70.74 > 60.35 OK57.03 > 101.79 Mal45.11 > 122.43 Mal

Y306.16 > 116.77 OK309.10 > 198.13 OK285.89 > 237.79 OK

X> Vei

70.74 > 60.35 OK154.30 > 101.79 OK142.38 > 122.43 OK

S Vm

S Vm

Page 86: ALBAÑILERIA CONFINADA

cortante de agrietamiento diagonal Longitud del paño mayor o 0.5L o lo q sea mayor, en muros de un paño Lm = L Numero de columnas

F = Fuerza a xial en las columnas extremas Pc = Sumatoria de Cargas grvitacionales

Para pisos superiores:

Refuerzo requerido por corte friccion Refuerzo requerido por traccion

hVmMuiM **2

1

Ve

VmMeMui *

L

MuF

Page 87: ALBAÑILERIA CONFINADA

Nº Varillas f As As total 3/8 0.71 2.85 OK

4 5/8 1.98 7.92 OK6 5/8 1.98 16.94 OK

Nº Varillas f As As total 3/8 0.71 2.85 OK

4 5/8 1.98 7.92 OK6 5/8 1.98 16.94 OK

Para columnas confinadas por muros transversales

d + rec L = t = A col11 25.00 20.00 500.0018 25.00 20.00 500.0022 25.00 20.00 500.00

Ac An0,1*fc*Acs/fy

500.00 336 2.08 OK500.00 336 2.08 OK500.00 336 2.08 OK

Page 88: ALBAÑILERIA CONFINADA

Ac An0,1*fc*Acs/fy

500.00 336 2.08 OK500.00 336 2.08 OK500.00 336 2.08 OK

1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Page 89: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

DATOS 7.46 0.15

f 'm 650 tn/m2 2.5v 'm 81 tn/m2f`c = 0.175 tn/cm2 5.15 0.15fy = 4.2 tn/cm2

Pe Cº = 0.36 tn/m2 2.5Pe Alb = 1.8 tn/m3N colum 2.00 2.57 0.15

XL = 3.00 mL m 3.00 mt = 0.15 m 2.5

NIVEL Fi MV3 7.46 18.66V2 5.15 50.19V1 2.57 88.15

METRADO DE CARGA DEL MURO

Muro en XNIVEL Pcm Pcv Pm (Tn) Pg (tn)

3 4.11 0.62 4.73 4.27 tn2 8.23 2.16 10.39 8.77 tn1 12.34 3.71 16.05 13.27 tn

1.- ESFUERZO MAXIMO

NIVEL mσ < Adm.σ < max.σ 0.05*f'm3 10.52 < 100.52 < 97.5 recalcular 32.52 23.09 < 100.52 < 97.5 recalcular 32.51 35.67 < 100.52 < 97.5 recalcular 32.5

2.- CONTROL DE AGRIETAMIENTO

Entonces :NIVEL 1/3 < a < 1 a

3 0.33 < 1.20 < 1.00 1.20 1

mft

hmf

L

Pmm

t

'*15.0*35

1*'*2.02

VmVe *55,0PgLtvmVm *23,0*****5,0 a

1*

3

1

Me

LVea

Page 90: ALBAÑILERIA CONFINADA

2 0.33 < 0.75 < 1.00 0.75 0.751 0.33 < 0.52 < 1.00 0.52 0.52

NIVEL Ve < Vm 0,55*Vm3 7.46 < 19.21 10.562 12.61 < 15.76 8.671 15.19 < 12.47 6.86

h de ladrillo = 8 cm

81.58

1.5 S = 19 cm8

1.58

NIVEL r >

3 0.0011 > 0.001 OK

2 0.0022 > 0.001 OK

1 0.0022 > 0.001 OK

NIVEL Ash A cm2 3 1 3/8 0.71 cm2 1 3/8 0.71 cm1 1 3/8 0.71 cm

Hallando la Resistencia al corte

donde :

fs = 2.1 tn/cm2

NIVEL Ve < V`m 0,55*V`m NIVEL V`m 3 7.46 < 42.83 23.56 Ok 3 19.212 12.61 < 39.38 21.66 Ok 2 39.381 15.19 < 36.10 19.85 Ok 1 36.10

3.- FACTOR DE AMPLIFICACION

Donde :

2 < 0.82 < 3 2.00 2.00

NIVEL Vui Mui3 14.92 37.312 25.23 100.381 30.37 176.31

r minr minr minr min

1

1

eeui V

VmVV

1

1

eeui V

VmMM

fsAshVdVmmV *S2

fyfs

321

1 Ve

Vm

Page 91: ALBAÑILERIA CONFINADA

4.- DISEÑO DE CONFINAMIENTO

FUERZA CORTANTE

NIVEL Vc 3 9.60 ton2 7.88 ton1 6.24 ton

TRACCION

Donde B = o

COLUMNA C - 1NIVEL Pd Pt Pc M F T

3 1.34 3.70 13.30 4.43 0.73 tn2 1.64 6.84 80.68 26.89 20.06 tn1 1.64 9.67 160.72 53.57 43.90 tn

COLUMNA C - 2

NIVEL Pd Pt Pc M F T3 0.57 2.64 5.58 13.30 4.43 -1.15 tn2 0.72 2.64 8.56 80.68 26.89 18.34 tn1 0.72 2.64 11.39 160.72 53.57 42.19 tn

COMPRESION

COLUMNA C - 1 COLUMNA C - 2NIVEL C NIVEL C

3 8.14 tn 3 10.02 tn2 33.73 tn 2 35.45 tn1 63.24 tn 1 64.96 tn

Determinacion del refuerzo vertical

0.85f

PtPmPcdPc 2

1

1*

**5,1

NcL

LVmVc

PcFT

L

BPmPt

*

f*yst f

TA

f**ysf

f

VcA

ystsfs f

AccfAAA

**1,0

Lt*41 t*6

L

MF

FPcT

Page 92: ALBAÑILERIA CONFINADA

0.8 Para juntas sin tratamiento 1 Para juntas en que se haya eliminado la lechada

COLUMNA C - 1NIVEL Ast Asf As Nº Varillas f As

3 0.20 cm2 4 3/8 0.712 5.62 cm2 1/2 1.271 12.30 1.75 14.04 cm2 2 1/2 1.27

COLUMNA C - 2NIVEL Ast Asf As Nº Varillas f As

3 -0.32 cm2 4 3/8 0.712 5.14 cm2 1/2 1.271 11.82 1.75 13.56 cm2 2 5/8 1.98

Area Neta del diseño a compresion

0.7 o 0.75 Según se utilice estribos cerrados o zunchos d 0.8 Para columnas sin muros transversales d 1 Para columnas confinadas por muros transversales

rec= 216 20

rec= 2L

COLUMNA C - 1 COLUMNA C - 2NIVEL An d + rec L = t = A col NIVEL An

3 90.69 10 25.00 20.00 500.00 3 104.952 212.32 17 25.00 20.00 500.00 2 200.561 277.57 21 25.00 20.00 500.00 1 254.45

DISEÑO POR CORTE POR FRICCION

0.85

COLUMNA C - 1

NIVEL Acf > Acf > 15t h L t 3 322.81 > 500.00 > 300 25 25.00 20.002 264.84 > 500.00 > 300 25 25.00 20.001 209.59 > 500.00 > 300 25 25.00 20.00

f

f

)(15**2.0

2cmtAccf

VcAcf

f

c

ys

n f

fAC

AsA

**85,0

*

df

Page 93: ALBAÑILERIA CONFINADA

COLUMNA C - 1

NIVEL Acf > Acf > 15t h L t 3 322.81 > 400.00 > 300 20 20.00 20.002 264.84 > 400.00 > 300 20 20.00 20.001 209.59 > 400.00 > 300 20 20.00 20.00

ESTRIBOS Av

Usando: 1/4 0.64 cm

6.56 cm 8.00 cm

10.00 cm6.25 cm

NIVEL

3 37.50 45.002 37.50 45.001 37.50 45.00

DISEÑO DE VIGAS SOLERAS

0.9b h

A v solera= 13 15 195 cm2

NIVEL Ts As

3 9.60 2.54 0.81252 19.69 5.21 0.81251 18.05 4.77 0.8125

f Area 1 er Nivel 2 er Nivel 3 er Nivel

3/8 0.71 4 0.00 0.00 2.84 1/2 1.27 4 4 5.08 5.08 0.00 5/8 1.98 0.00 0.00 0.00 3/4 2.85 0.00 0.00 0.001 5.07 0.00 0.00 0.00

5.08 5.08 2.84

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20

f

0,1*fc*Acs/fy

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Varillas 1º

Varillas 2º

Varillas 3º

)1/(***3.0

*1

AnAccftn

FyAvS

cftn

yfAvS

**12,0

*2

cmd

S 543 cmS 104

L

LmVmTs 2

*yy

ss f

Acscf

f

TA

**1,0

*

f

Page 94: ALBAÑILERIA CONFINADA

OK CORREGIR OK

Page 95: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

No necesita refuerzo horizontalNo necesita refuerzo horizontal

Necesita refuerzo horizontal

Page 96: ALBAÑILERIA CONFINADA
Page 97: ALBAÑILERIA CONFINADA

Para pisos superiores:

hVmMuiM **2

1

Ve

VmMeMui *

L

MuF

Page 98: ALBAÑILERIA CONFINADA

Nº Varillas f As As total 3/8 0.71 2.85 OK

4 5/8 1.98 7.92 OK6 5/8 1.98 14.41 OK

Nº Varillas f As As total 3/8 0.71 2.85 OK

4 5/8 1.98 7.92 OK6 5/8 1.98 15.83 OK

Para columnas confinadas por muros transversales

d + rec L = t = A col11 20.00 20.00 400.0017 20.00 20.00 400.0020 20.00 20.00 400.00

Ac An0,1*fc*Acs/fy

500.00 336 2.08 OK500.00 336 2.08 OK500.00 336 2.08 OK

Page 99: ALBAÑILERIA CONFINADA

Ac An0,1*fc*Acs/fy

400.00 256 1.67 OK400.00 256 1.67 OK400.00 256 1.67 OK

1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Page 100: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

DATOS 4.13 0.15

f 'm 650 tn/m2 2.4v 'm 81 tn/m2f`c = 0.175 tn/cm2 2.83 0.15fy = 4.2 tn/cm2

Pe Cº = 0.36 tn/m2 2.4Pe Alb = 1.8 tn/m3N colum 2.00 1.41 0.15

XL = 1.90 mL m 1.90 mt = 0.15 m 2.4

NIVEL Fi MV3 4.13 10.32V2 2.83 27.72V1 1.41 48.64

METRADO DE CARGA DEL MURO

Muro en XNIVEL Pcm Pcv Pm (Tn) Pg (tn)

3 1.73 0.15 1.88 1.77 tn2 3.46 0.52 3.98 3.59 tn1 5.19 0.89 6.08 5.41 tn

1.- ESFUERZO MAXIMO

NIVEL mσ < Adm.σ < max.σ 0.05*f'm3 6.59 < 102.83 < 97.5 recalcular 32.52 13.96 < 102.83 < 97.5 recalcular 32.51 21.32 < 102.83 < 97.5 recalcular 32.5

2.- CONTROL DE AGRIETAMIENTO

Entonces :NIVEL 1/3 < a < 1 a

3 0.33 < 0.76 < 1.00 0.76 0.76

mft

hmf

L

Pmm

t

'*15.0*35

1*'*2.02

VmVe *55,0PgLtvmVm *23,0*****5,0 a

1*

3

1

Me

LVea

Page 101: ALBAÑILERIA CONFINADA

2 0.33 < 0.48 < 1.00 0.48 0.481 0.33 < 0.33 < 1.00 0.33 0.33

NIVEL Ve < Vm 0,55*Vm3 4.13 < 9.18 5.052 6.96 < 6.33 3.481 8.37 < 5.09 2.80

h de ladrillo = 8 cm

81.58

1.5 S = 19 cm8

1.58

NIVEL r >

3 0.0011 > 0.001 OK

2 0.0022 > 0.001 OK

1 0.0022 > 0.001 OK

NIVEL Ash A cm2 3 1 3/8 0.71 cm2 2 3/8 0.71 cm1 2 3/8 0.71 cm

Hallando la Resistencia al corte

donde :

fs = 2.1 tn/cm2

NIVEL Ve < V`m 0,55*V`m NIVEL V`m 3 4.13 < 24.14 13.28 Ok 3 9.182 6.96 < 21.29 11.71 Ok 2 21.291 8.37 < 20.06 11.03 Ok 1 20.06

3.- FACTOR DE AMPLIFICACION

Donde :

2 < 0.61 < 3 2.00 2.00

NIVEL Vui Mui3 8.26 20.652 13.92 55.441 16.73 97.27

r minr minr minr min

1

1

eeui V

VmVV

1

1

eeui V

VmMM

fsAshVdVmmV *S2

fyfs

321

1 Ve

Vm

Page 102: ALBAÑILERIA CONFINADA

4.- DISEÑO DE CONFINAMIENTO

FUERZA CORTANTE

NIVEL Vc 3 4.59 ton2 3.17 ton1 2.55 ton

TRACCION

Donde B = o

COLUMNA C - 1NIVEL Pd Pt Pc M F T

3 1.34 2.28 9.63 5.07 2.79 tn2 1.64 3.63 47.84 25.18 21.55 tn1 1.64 4.68 91.16 47.98 43.30 tn

COLUMNA C - 2

NIVEL Pd Pt Pc M F T3 0.57 2.64 4.15 9.63 5.07 0.92 tn2 0.72 2.64 5.35 47.84 25.18 19.83 tn1 0.72 2.64 6.40 91.16 47.98 41.58 tn

COMPRESION

COLUMNA C - 1 COLUMNA C - 2NIVEL C NIVEL C

3 7.35 tn 3 9.22 tn2 28.81 tn 2 30.53 tn1 52.66 tn 1 54.38 tn

Determinacion del refuerzo vertical

0.85f

PtPmPcdPc 2

1

1*

**5,1

NcL

LVmVc

PcFT

L

BPmPt

*

f*yst f

TA

f**ysf

f

VcA

ystsfs f

AccfAAA

**1,0

Lt*41 t*6

L

MF

FPcT

Page 103: ALBAÑILERIA CONFINADA

0.8 Para juntas sin tratamiento 1 Para juntas en que se haya eliminado la lechada

COLUMNA C - 1NIVEL Ast Asf As Nº Varillas f As

3 0.78 cm2 4 3/8 0.712 6.04 cm2 1/2 1.271 12.13 0.71 12.84 cm2 4 1/2 1.27

COLUMNA C - 2NIVEL Ast Asf As Nº Varillas f As

3 0.26 cm2 4 3/8 0.712 5.56 cm2 1/2 1.271 11.65 0.71 12.36 cm2 4 1/2 1.27

Area Neta del diseño a compresion

0.7 o 0.75 Según se utilice estribos cerrados o zunchos d 0.8 Para columnas sin muros transversales d 1 Para columnas confinadas por muros transversales

rec= 216 20

rec= 2L

COLUMNA C - 1 COLUMNA C - 2NIVEL An d + rec L = t = A col NIVEL An

3 61.36 8 20.00 20.00 400.00 3 81.602 138.89 13 20.00 20.00 400.00 2 141.911 191.81 16 20.00 20.00 400.00 1 185.60

DISEÑO POR CORTE POR FRICCION

0.85

COLUMNA C - 1

NIVEL Acf > Acf > 15t h L t 3 154.26 > 400.00 > 300 20 20.00 20.002 106.40 > 400.00 > 300 20 20.00 20.001 85.58 > 400.00 > 300 20 20.00 20.00

f

f

)(15**2.0

2cmtAccf

VcAcf

f

c

ys

n f

fAC

AsA

**85,0

*

df

Page 104: ALBAÑILERIA CONFINADA

COLUMNA C - 1

NIVEL Acf > Acf > 15t h L t 3 154.26 > 400.00 > 300 20 20.00 20.002 106.40 > 400.00 > 300 20 20.00 20.001 85.58 > 400.00 > 300 20 20.00 20.00

ESTRIBOS Av

Usando: 1/4 0.64 cm

5.69 cm 8.00 cm

10.00 cm5.00 cm

NIVEL

3 28.00 45.002 28.00 45.001 28.00 45.00

DISEÑO DE VIGAS SOLERAS

0.9b h

A v solera= 13 15 195 cm2

NIVEL Ts As

3 4.59 1.21 0.81252 3.17 0.84 0.81251 2.55 0.67 0.8125

f Area 1 er Nivel 2 er Nivel 3 er Nivel

3/8 0.71 4 4 4 2.84 2.84 2.8412 mm 1.13 0.00 0.00 0.00

1/2 1.27 0.00 0.00 0.00 5/8 1.98 0.00 0.00 0.00 3/4 2.85 0.00 0.00 0.001 5.07 0.00 0.00 0.00

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20

f

0,1*fc*Acs/fy

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Varillas 1º

Varillas 2º

Varillas 3º

)1/(***3.0

*1

AnAccftn

FyAvS

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

L

LmVmTs 2

*yy

ss f

Acscf

f

TA

**1,0

*

f

Page 105: ALBAÑILERIA CONFINADA

2.84 2.84 2.84OK OK OK

Page 106: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

No necesita refuerzo horizontalNo necesita refuerzo horizontalNo necesita refuerzo horizontal

Page 107: ALBAÑILERIA CONFINADA
Page 108: ALBAÑILERIA CONFINADA

Para pisos superiores:

hVmMuiM **2

1

Ve

VmMeMui *

L

MuF

Page 109: ALBAÑILERIA CONFINADA

Nº Varillas f As As total 3/8 0.71 2.85 OK

4 5/8 1.98 7.92 OK4 5/8 1.98 12.98 OK

Nº Varillas f As As total 3/8 0.71 2.85 OK

4 5/8 1.98 7.92 OK4 5/8 1.98 12.98 OK

Para columnas confinadas por muros transversales

d + rec L = t = A col9 20.00 20.00 400.00

13 20.00 20.00 400.0016 20.00 20.00 400.00

Ac An0,1*fc*Acs/fy

400.00 256 1.67 OK400.00 256 1.67 OK400.00 256 1.67 OK

Page 110: ALBAÑILERIA CONFINADA

Ac An0,1*fc*Acs/fy

400.00 256 1.67 OK400.00 256 1.67 OK400.00 256 1.67 OK

1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Page 111: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

DATOS 4.36 0.15

f 'm 650 tn/m2 2.4v 'm 81 tn/m2f`c = 0.175 tn/cm2 3.00 0.15fy = 4.2 tn/cm2

Pe Cº = 0.36 tn/m2 2.4Pe Alb = 1.8 tn/m3N colum 3.00 1.50 0.15

X

L = 2.00 mL m 1.1 mt = 0.15 m 2.4

METRADO DE CARGA DEL MURO

Muro en XNIVEL Pcm Pcv Pm (Tn) Pg (tn) NIVEL Fi M

3 2.05 0.22 2.27 2.11 tn V3 4.36 10.902 4.10 0.77 4.87 4.30 tn V2 3.00 29.311 6.16 1.32 7.48 6.49 tn V1 1.50 51.46

1.- ESFUERZO MAXIMO

NIVEL mσ < Adm.σ < max.σ 0.05*f'm3 7.57 < 102.83 < 97.5 recalcular 32.52 16.25 < 102.83 < 97.5 recalcular 32.51 24.92 < 102.83 < 97.5 recalcular 32.5

2.- CONTROL DE AGRIETAMIENTO

Entonces :NIVEL 1/3 < a < 1 a

3 0.33 < 0.80 < 1.00 0.80 0.802 0.33 < 0.50 < 1.00 0.50 0.501 0.33 < 0.34 < 1.00 0.34 0.34

mft

hmf

L

Pmm

t

'*15.0*35

1*'*2.02

VmVe *55,0PgLtvmVm *23,0*****5,0 a

1*

3

1

Me

LVea

Page 112: ALBAÑILERIA CONFINADA

NIVEL Ve < Vm 0,55*Vm3 4.36 < 10.20 5.612 7.36 < 7.09 3.901 8.86 < 5.68 3.12

h de ladrillo = 8 cm

81.58

1.5 S = 19 cm8

1.58

NIVEL r >

3 0.0011 > 0.001 OK

2 0.0022 > 0.001 OK

1 0.0022 > 0.001 OK

NIVEL Ash A cm2 3 1 3/8 0.71 cm2 2 3/8 0.71 cm1 2 3/8 0.71 cm

Hallando la Resistencia al corte

donde :

fs = 2.1 tn/cm2

NIVEL Ve < V`m 0,55*V`m NIVEL V`m 3 4.36 < 25.96 14.28 Ok 3 10.202 7.36 < 22.85 12.56 Ok 2 22.851 8.86 < 21.43 11.79 Ok 1 21.43

3.- FACTOR DE AMPLIFICACION

Donde :

2 < 0.64 < 3 2.00 2.00

NIVEL Vui Mui3 8.72 21.792 6.01 58.611 3.00 102.92

r minr minr minr min

1

1

eeui V

VmVV

1

1

eeui V

VmMM

fsAshVdVmmV *S2

fyfs

321

1 Ve

Vm

Page 113: ALBAÑILERIA CONFINADA

4.- DISEÑO DE CONFINAMIENTO

FUERZA CORTANTE

Columna InteriorNIVEL Vc NIVEL Vc

3 2.10 ton 3 1.40 ton2 1.46 ton 2 0.98 ton1 1.17 ton 1 0.78 ton

TRACCION

Donde B = o

B = 0.9 m entonces : B = 0.90 m

COLUMNA C - 1NIVEL Pd Pt Pc M F T

3 1.26 4.36 6.76 9.55 4.77 -1.99 tn2 1.55 4.36 8.35 50.10 25.05 16.70 tn1 1.55 4.36 9.65 96.11 48.06 38.40 tn

COLUMNA INTERIOR

NIVEL Pd Pt Pc T3 0.29 1.43 10.82 tn2 0.36 2.80 24.62 tn1 0.36 4.10 21.61 tn

COLUMNA C - 2

NIVEL Pd Pt Pc M F T3 0.48 1.62 9.55 4.77 3.16 tn2 0.59 3.03 50.10 25.05 22.02 tn1 0.59 4.33 96.11 48.06 43.72 tn

COMPRESION

COLUMNA C - 1 COLUMNA INTERIOR COLUMNA C - 2NIVEL C NIVEL C NIVEL

3 11.54 tn 3 -4.69 tn 32 33.40 tn 2 -10.91 tn 21 57.71 tn 1 -8.76 tn 1

Determinacion del refuerzo vertical

PtPmPcdPc 2

1

1*

**5,1

NcL

LVmVc

PcFT

L

BPmPt

*

f*yst f

TA

f**ysf

f

VcA

Lt*41 t*6

L

MF

FPcT

Page 114: ALBAÑILERIA CONFINADA

0.85

0.8 Para juntas sin tratamiento 1 Para juntas en que se haya eliminado la lechada

COLUMNA C - 1NIVEL Ast Asf As Nº Varillas f As

3 -0.56 cm2 4 3/8 0.712 4.68 cm2 1/2 1.271 10.76 0.33 11.09 cm2 1/2 1.27

COLUMNA INTERIORNIVEL Ast Asf As Nº Varillas f As

3 3.03 cm2 4 3/8 0.712 6.90 cm2 6 1/2 1.271 6.05 0.22 6.27 cm2 6 1/2 1.27

COLUMNA C - 2NIVEL Ast Asf As Nº Varillas f As

3 0.88 cm2 4 3/8 0.712 6.17 cm2 5/8 1.981 12.25 0.33 12.58 cm2 4 1/2 1.27

Area Neta del diseño a compresion

0.7 o 0.75 Según se utilice estribos cerrados o zunchos d 0.8 Para columnas sin muros transversales d 1 Para columnas confinadas por muros transversales

rec= 216 20

rec= 2L

COLUMNA C - 1 COLUMNA C - 2NIVEL An d + rec L = t = A col NIVEL An

3 125.97 11.87 20.00 20.00 400.00 3 46.442 193.37 16.09 20.00 20.00 400.00 2 125.591 252.29 19.77 20.00 20.00 400.00 1 197.64

COLUMNA INTERIORNIVEL An d + rec L = t = A col

f

f

f*yst f

TA

f**ysf

f

VcA

ystsfs f

AccfAAA

**1,0

c

ys

n f

fAC

AsA

**85,0

*

df

Page 115: ALBAÑILERIA CONFINADA

3 -160.24 -6.02 15.00 20.00 300.002 -367.43 -18.96 15.00 20.00 300.001 -320.27 -16.02 15.00 20.00 300.00

DISEÑO POR CORTE POR FRICCION

0.85

COLUMNA C - 1

NIVEL Acf > Acf > 15t h L t 3 70.75 > 400.00 > 300 20.00 20.00 20.002 49.18 > 400.00 > 300 20.00 20.00 20.001 39.35 > 400.00 > 300 20.00 20.00 20.00

COLUMNA INTERMEDIA

NIVEL Acf > Acf > 15t h L t 3 47.16 > 300.00 > 300 15.00 15.00 20.002 32.79 > 300.00 > 300 15.00 15.00 20.001 26.24 > 300.00 > 300 15.00 15.00 20.00

COLUMNA C - 2

NIVEL Acf > Acf > 15t h L t 3 70.75 > 400.00 > 300 20.00 20.00 20.002 49.18 > 400.00 > 300 20.00 20.00 20.001 39.35 > 400.00 > 300 20.00 20.00 20.00

ESTRIBOS COLUMNA C - 1Av

Usando: 1/4 0.64 cm

5.69 cm 8.00 cm

10.00 cm5.00 cm

NIVEL

3 30.00 45.00

f

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20

)1/(***3.0

*1

AnAccftn

FyAvS

)(15**2.0

2cmtAccf

VcAcf

f

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

Page 116: ALBAÑILERIA CONFINADA

2 30.00 45.001 30.00 45.00

ESTRIBOS COLUMNA INTERMEDIAAv

Usando: 1/4 0.64 cm

4.54 cm 8.00 cm

10.00 cm5.00 cm

NIVEL

3 22.50 45.002 22.50 45.001 22.50 45.00

DISEÑO DE VIGAS SOLERAS

0.9b h

A v solera= 13 15 195 cm2

NIVEL Ts As

3 2.81 0.74 2 0.81252 1.95 0.52 2 0.81251 1.56 0.41 2 0.8125

f Area 1 er Nivel 2 er Nivel 3 er Nivel

3/8 0.71 4 4 4 2.84 2.84 2.84 1/2 1.27 0.00 0.00 0.00 5/8 1.98 0.00 0.00 0.00 3/4 2.85 0.00 0.00 0.001 5.07 0.00 0.00 0.00

2.84 2.84 2.84OK OK OK

f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20

f

Amin (4 f 8mm

0,1*fc*Acs/fy

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Varillas 1º

Varillas 2º

Varillas 3º

L

LmVmTs 2

*yy

ss f

Acscf

f

TA

**1,0

*

f

)1/(***3.0

*1

AnAccftn

FyAvS

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

Page 117: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

No necesita refuerzo horizontalNo necesita refuerzo horizontalNo necesita refuerzo horizontal

Page 118: ALBAÑILERIA CONFINADA

Para pisos superiores:

COLUMNA C - 2C

6.39 tn28.08 tn52.39 tn

hVmMuiM **2

1

Ve

VmMeMui *

L

MuF

Page 119: ALBAÑILERIA CONFINADA

Nº Varillas f As As total0 3/8 0.71 2.85 OK4 5/8 1.98 7.92 OK6 5/8 1.98 11.88 OK

Nº Varillas f As As total 3/8 0.71 2.85 CORREGIR 5/8 1.98 7.60 OK 5/8 1.98 7.60 OK

Nº Varillas f As As total 1/2 1.27 2.85 OK

4 5/8 1.98 7.92 OK4 5/8 1.98 12.98 OK

Para columnas confinadas por muros transversales

d + rec L = t = A col6.90 20.00 20.00 400.00

11.85 20.00 20.00 400.0016.35 20.00 20.00 400.00

Page 120: ALBAÑILERIA CONFINADA

Ac An0,1*fc*Acs/fy

400.00 256 1.67 OK400.00 256 1.67 OK400.00 256 1.67 OK

Ac An0,1*fc*Acs/fy

300.00 176 1.25 OK300.00 176 1.25 OK300.00 176 1.25 OK

Ac An0,1*fc*Acs/fy

400.00 256 1.67 OK400.00 256 1.67 OK400.00 256 1.67 OK

Page 121: ALBAÑILERIA CONFINADA

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Page 122: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

DATOS 4.21 0.15

f 'm 650 tn/m2 2.4v 'm 81 tn/m2f`c = 0.175 tn/cm2 2.88 0.15fy = 4.2 tn/cm2

Pe Cº = 0.36 tn/m2 2.4Pe Alb = 1.8 tn/m3N colum 2.00 1.43 0.15

XL = 1.95 mL m 1.95 mt = 0.15 m 2.4

NIVEL Fi MV3 4.21 10.54V2 2.88 28.28V1 1.43 49.62

METRADO DE CARGA DEL MURO

Muro en XNIVEL Pcm Pcv Pm (Tn) Pg (tn)

3 1.76 0.15 1.90 1.79 tn2 3.52 0.51 4.03 3.64 tn1 5.27 0.88 6.16 5.49 tn

1.- ESFUERZO MAXIMO

NIVEL mσ < Adm.σ < max.σ 0.05*f'm3 6.51 < 102.83 < 97.5 recalcular 32.52 13.78 < 102.83 < 97.5 recalcular 32.51 21.04 < 102.83 < 97.5 recalcular 32.5

2.- CONTROL DE AGRIETAMIENTO

Entonces :NIVEL 1/3 < a < 1 a

3 0.33 < 0.78 < 1.00 0.78 0.78

mft

hmf

L

Pmm

t

'*15.0*35

1*'*2.02

VmVe *55,0PgLtvmVm *23,0*****5,0 a

1*

3

1

Me

LVea

Page 123: ALBAÑILERIA CONFINADA

2 0.33 < 0.49 < 1.00 0.49 0.491 0.33 < 0.34 < 1.00 0.34 0.34

NIVEL Ve < Vm 0,55*Vm3 4.21 < 9.65 5.312 7.10 < 6.64 3.651 8.53 < 5.24 2.88

h de ladrillo = 8 cm

81.58

1.5 S = 19 cm8

1.58

NIVEL r >

3 0.0011 > 0.001 OK

2 0.0022 > 0.001 OK

1 0.0022 > 0.001 OK

NIVEL Ash A cm2 3 1 3/8 0.71 cm2 2 3/8 0.71 cm1 2 3/8 0.71 cm

Hallando la Resistencia al corte

donde :

fs = 2.1 tn/cm2

NIVEL Ve < V`m 0,55*V`m NIVEL V`m 3 4.21 < 25.01 13.76 Ok 3 9.652 7.10 < 21.99 12.10 Ok 2 21.991 8.53 < 20.59 11.33 Ok 1 20.59

3.- FACTOR DE AMPLIFICACION

Donde :

2 < 0.61 < 3 2.00 2.00

NIVEL Vui Mui3 8.43 21.072 14.20 56.571 17.07 99.24

r minr minr minr min

1

1

eeui V

VmVV

1

1

eeui V

VmMM

fsAshVdVmmV *S2

fyfs

321

1 Ve

Vm

Page 124: ALBAÑILERIA CONFINADA

4.- DISEÑO DE CONFINAMIENTO

FUERZA CORTANTE

NIVEL Vc 3 4.83 ton2 3.32 ton1 2.62 ton

TRACCION

Donde B = o

COLUMNA C - 1NIVEL Pd Pt Pc M F T

3 2.31 3.27 9.49 4.87 1.60 tn2 2.86 4.88 48.61 24.93 20.05 tn1 2.86 5.94 92.95 47.67 41.73 tn

COLUMNA C - 2

NIVEL Pd Pt Pc M F T3 2.86 3.81 9.49 4.87 1.05 tn2 2.86 4.88 48.61 24.93 20.05 tn1 2.86 5.94 92.95 47.67 41.73 tn

COMPRESION

COLUMNA C - 1 COLUMNA C - 2NIVEL C NIVEL C

3 8.13 tn 3 8.68 tn2 29.80 tn 2 29.80 tn1 53.61 tn 1 53.61 tn

Determinacion del refuerzo vertical

0.85f

PtPmPcdPc 2

1

1*

**5,1

NcL

LVmVc

PcFT

L

BPmPt

*

f*yst f

TA

f**ysf

f

VcA

ystsfs f

AccfAAA

**1,0

Lt*41 t*6

L

MF

FPcT

Page 125: ALBAÑILERIA CONFINADA

0.8 Para juntas sin tratamiento 1 Para juntas en que se haya eliminado la lechada

COLUMNA C - 1NIVEL Ast Asf As Nº Varillas f As

3 0.45 cm2 4 3/8 0.712 5.62 cm2 1/2 1.271 11.69 0.73 12.42 cm2 4 1/2 1.27

COLUMNA C - 2NIVEL Ast Asf As Nº Varillas f As

3 0.30 cm2 4 3/8 0.712 5.62 cm2 1/2 1.271 11.69 0.73 12.42 cm2 4 1/2 1.27

Area Neta del diseño a compresion

0.7 o 0.75 Según se utilice estribos cerrados o zunchos d 0.8 Para columnas sin muros transversales d 1 Para columnas confinadas por muros transversales

rec= 29 13

rec= 2L

COLUMNA C - 1 COLUMNA C - 2NIVEL An d + rec L = t = A col NIVEL An

3 82.28 13 30.00 13.00 390.00 3 75.342 165.14 22 30.00 13.00 390.00 2 133.271 217.51 28 30.00 13.00 390.00 1 176.52

DISEÑO POR CORTE POR FRICCION

0.85

COLUMNA C - 1

NIVEL Acf > Acf > 15t h L t 3 162.23 > 390.00 > 195 30 30.00 13.002 111.53 > 390.00 > 195 30 30.00 13.001 88.01 > 390.00 > 195 30 30.00 13.00

COLUMNA C - 1

f

f

)(15**2.0

2cmtAccf

VcAcf

f

c

ys

n f

fAC

AsA

**85,0

*

df

Page 126: ALBAÑILERIA CONFINADA

NIVEL Acf > Acf > 15t h L t 3 162.23 > 325.00 > 195 25 25.00 13.002 111.53 > 325.00 > 195 25 25.00 13.001 88.01 > 325.00 > 195 25 25.00 13.00

ESTRIBOS Av

Usando: 1/4 0.64 cm

8.53 cm 14.22 cm

10.00 cm7.50 cm

NIVEL

3 43.00 45.002 43.00 45.001 45.00 45.00

DISEÑO DE VIGAS SOLERAS

0.9b h

A v solera= 15 15 225 cm2

NIVEL Ts As

3 4.83 1.28 0.93752 3.32 0.88 0.93751 2.62 0.69 0.9375

f Area 1 er Nivel 2 er Nivel 3 er Nivel

3/8 0.71 4 4 4 2.84 2.84 2.84 1/2 1.27 0.00 0.00 0.00 5/8 1.98 0.00 0.00 0.00 3/4 2.85 0.00 0.00 0.001 5.07 0.00 0.00 0.00

2.84 2.84 2.84OK OK OK

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20

f

0,1*fc*Acs/fy

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Varillas 1º

Varillas 2º

Varillas 3º

)1/(***3.0

*1

AnAccftn

FyAvS

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

L

LmVmTs 2

*yy

ss f

Acscf

f

TA

**1,0

*

f

Page 127: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

No necesita refuerzo horizontalNo necesita refuerzo horizontalNo necesita refuerzo horizontal

Page 128: ALBAÑILERIA CONFINADA

Para pisos superiores:

hVmMuiM **2

1

Ve

VmMeMui *

L

MuF

Page 129: ALBAÑILERIA CONFINADA

Nº Varillas f As As total 3/8 0.71 2.85 OK

4 5/8 1.98 7.92 OK4 5/8 1.98 12.98 OK

Nº Varillas f As As total 3/8 0.71 2.85 OK

4 5/8 1.98 7.92 OK4 5/8 1.98 12.98 OK

Para columnas confinadas por muros transversales

d + rec L = t = A col12 25.00 13.00 325.0019 25.00 13.00 325.0024 25.00 13.00 325.00

Ac An0,1*fc*Acs/fy

390.00 234 1.62 OK390.00 234 1.62 OK390.00 234 1.62 OK

Page 130: ALBAÑILERIA CONFINADA

Ac An0,1*fc*Acs/fy

325.00 189 1.35 OK325.00 189 1.35 OK325.00 189 1.35 OK

1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Page 131: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

DATOS 5.18 0.15

f 'm 650 tn/m2 2.5v 'm 81 tn/m2f`c = 0.175 tn/cm2 3.59 0.15fy = 4.2 tn/cm2

Pe Cº = 0.36 tn/m2 2.5Pe Alb = 1.8 tn/m3N colum 3.00 1.80 0.15

X

L = 5.30 mL m 3.98 mt = 0.13 m 2.5

METRADO DE CARGA DEL MURO

Muro en XNIVEL Pcm Pcv Pm (Tn) Pg (tn) NIVEL Fi M

3 4.88 0.43 5.31 4.99 tn V3 5.18 12.962 9.76 1.50 11.26 10.13 tn V2 3.59 34.911 14.64 2.57 17.21 15.28 tn V1 1.80 61.35

1.- ESFUERZO MAXIMO

NIVEL mσ < Adm.σ < max.σ3 7.70 < 90.75 < 97.5 OK2 16.34 < 90.75 < 97.5 OK1 24.97 < 90.75 < 97.5 OK

2.- CONTROL DE AGRIETAMIENTO

Entonces :NIVEL 1/3 < a < 1 a

3 0.33 < 2.12 < 1.00 2.12 1.002 0.33 < 1.33 < 1.00 1.33 1.001 0.33 < 0.91 < 1.00 0.91 0.91

mft

hmf

L

Pmm

t

'*15.0*35

1*'*2.02

VmVe *55,0PgLtvmVm *23,0*****5,0 a

1*

3

1

Me

LVea

Page 132: ALBAÑILERIA CONFINADA

NIVEL Ve < Vm 0,55*Vm3 5.18 < 29.05 15.982 8.78 < 30.24 16.631 10.58 < 29.01 15.96

h de ladrillo = 8 cm

81.58

1.5 S = 19 cm8

1.58

NIVEL r >

3 0.0013 > 0.001 OK

2 0.0026 > 0.001 OK

1 0.0026 > 0.001 OK

NIVEL Ash A cm2 3 1 0.32 cm2 1 0.32 cm1 1 0.32 cm

Hallando la Resistencia al corte

donde :

fs = 2.1 tn/cm2

NIVEL Ve < V`m 0,55*V`m NIVEL V`m 3 5.18 < 47.80 26.29 Ok 3 29.052 8.78 < 48.98 26.94 Ok 2 30.241 10.58 < 47.76 26.27 Ok 1 29.01

3.- FACTOR DE AMPLIFICACION

Donde :

2 < 2.74 < 3 2.74 2.74

NIVEL Vui Mui3 14.22 35.552 9.86 95.761 4.93 168.28

r minr minr minr min

f 1/4f 1/4f 1/4

1

1

eeui V

VmVV

1

1

eeui V

VmMM

fsAshVdVmmV *S2

fyfs

321

1 Ve

Vm

Page 133: ALBAÑILERIA CONFINADA

4.- DISEÑO DE CONFINAMIENTO

FUERZA CORTANTE

Columna InteriorNIVEL Vc NIVEL Vc

3 8.18 ton 3 5.45 ton2 8.51 ton 2 5.68 ton1 8.17 ton 1 5.45 ton

TRACCION

Donde B = o

B = 0.78 m entonces : B = 0.780 m

COLUMNA C - 1NIVEL Pd Pt Pc M F T

3 0.35 3.01 72.63 13.70 10.70 tn2 0.44 6.07 120.23 22.68 16.62 tn1 0.44 9.04 132.02 24.91 15.87 tn

COLUMNA INTERIOR

NIVEL Pd Pt Pc T3 1.12 3.77 9.93 tn2 1.40 7.02 7.24 tn1 1.40 10.00 3.68 tn

COLUMNA C - 2

NIVEL Pd Pt Pc M F T3 1.26 3.91 72.63 18.25 14.34 tn2 1.54 7.16 120.23 30.21 23.04 tn1 1.54 10.14 132.02 33.17 23.03 tn

COMPRESION

COLUMNA C - 1 COLUMNA INTERIOR COLUMNA C - 2NIVEL C NIVEL C NIVEL

3 16.71 tn 3 -3.08 tn 32 28.75 tn 2 -0.11 tn 21 33.95 tn 1 3.16 tn 1

Determinacion del refuerzo vertical

PtPmPcdPc 2

1

1*

**5,1

NcL

LVmVc

PcFT

L

BPmPt

*

f*yst f

TA

f**ysf

f

VcA

Lt*41 t*6

L

MF

FPcT

Page 134: ALBAÑILERIA CONFINADA

0.85

0.8 Para juntas sin tratamiento 1 Para juntas en que se haya eliminado la lechada

COLUMNA C - 1NIVEL Ast Asf As Nº Varillas f As

3 3.00 cm2 6 3/8 0.712 4.65 cm2 3/8 0.711 4.44 2.29 6.73 cm2 4 3/8 0.71

COLUMNA INTERIORNIVEL Ast Asf As Nº Varillas f As

3 2.78 cm2 4 3/8 0.712 2.03 cm2 4 3/8 0.711 1.03 1.53 2.56 cm2 4 3/8 0.71

COLUMNA C - 2NIVEL Ast Asf As Nº Varillas f As

3 4.02 cm2 6 3/8 0.712 6.45 cm2 2 3/8 0.711 6.45 2.29 8.74 cm2 2 3/8 0.71

Area Neta del diseño a compresion

0.7 o 0.75 Según se utilice estribos cerrados o zunchos d 0.8 Para columnas sin muros transversales d 1 Para columnas confinadas por muros transversales

rec= 29 13

rec= 2L

COLUMNA C - 1 COLUMNA C - 2NIVEL An d + rec L = t = A col NIVEL An

3 78.85 13 25.00 13.00 325.00 3 103.452 149.35 21 25.00 13.00 325.00 2 183.121 142.69 20 25.00 13.00 325.00 1 177.91

COLUMNA INTERIORNIVEL An d + rec L = t = A col

3 -132.41 -10.71 15.00 13.00 195.00

f

f

f*yst f

TA

f**ysf

f

VcA

ystsfs f

AccfAAA

**1,0

c

ys

n f

fAC

AsA

**85,0

*

df

Page 135: ALBAÑILERIA CONFINADA

2 -70.80 -3.87 15.00 13.00 195.001 -49.81 -1.53 15.00 13.00 195.00

DISEÑO POR CORTE POR FRICCION

0.85

COLUMNA C - 1

NIVEL Acf > Acf > 15t h L t 3 274.99 > 325.00 > 195 25 25.00 13.002 286.20 > 325.00 > 195 25 25.00 13.001 274.60 > 325.00 > 195 25 25.00 13.00

COLUMNA INTERMEDIA

NIVEL Acf > Acf > 15t h L t 3 183.33 > 195.00 > 195 15 15.00 13.002 190.80 > 195.00 > 195 15 15.00 13.001 183.07 > 195.00 > 195 15 15.00 13.00

COLUMNA C - 2

NIVEL Acf > Acf > 15t h L t 3 274.99 > 325.00 > 195 25 25.00 13.002 286.20 > 325.00 > 195 25 25.00 13.001 274.60 > 325.00 > 195 25 25.00 13.00

ESTRIBOS COLUMNA C - 1Av

Usando: 1/4 0.64 cm

7.91 cm 14.22 cm

10.00 cm6.25 cm

NIVEL

3 37.50 45.002 35.50 45.00

f

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 1 @ 0,05; 5 @ 0,075; r @ 0,20f 1/4 : 1 @ 0,05; 5 @ 0,075 r @ 0,20

)1/(***3.0

*1

AnAccftn

FyAvS

)(15**2.0

2cmtAccf

VcAcf

f

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

Page 136: ALBAÑILERIA CONFINADA

1 37.50 45.00

ESTRIBOS COLUMNA INTERMEDIAAv

Usando: 1/4 0.64 cm

5.87 cm 14.22 cm

10.00 cm3.75 cm

NIVEL

3 20.50 45.002 20.50 45.001 20.50 45.00

DISEÑO DE VIGAS SOLERAS

0.9b h

A v solera= 13 15 195 cm2

NIVEL Ts As

3 10.91 2.89 2 0.8125 OK2 11.35 3.00 2 0.8125 OK1 10.89 2.88 2 0.8125 OK

f Area 1 er Nivel 2 er Nivel 3 er Nivel

3/8 0.71 6 6 6 4.26 4.26 4.26 1/2 1.27 0.00 0.00 0.00 5/8 1.98 0.00 0.00 0.00 3/4 2.85 0.00 0.00 0.001 5.07 0.00 0.00 0.00

4.26 4.26 4.26OK OK OK

f 1/4 : 1 @ 0,05; 5 @ 0,075; r @ 0,20

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 3 @ 0,05; 4@ 0,075; r @ 0,20f 1/4 : 3 @ 0,05; 4 @ 0,075; r @ 0,20f 1/4 : 3 @ 0,05; 4 @ 0,075; r @ 0,20

f

Amin (4 f 8mm

0,1*fc*Acs/fy

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Varillas 1º

Varillas 2º

Varillas 3º

L

LmVmTs 2

*yy

ss f

Acscf

f

TA

**1,0

*

f

)1/(***3.0

*1

AnAccftn

FyAvS

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

Page 137: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

No necesita refuerzo horizontalNo necesita refuerzo horizontalNo necesita refuerzo horizontal

Page 138: ALBAÑILERIA CONFINADA
Page 139: ALBAÑILERIA CONFINADA

Para pisos superiores:

COLUMNA C - 2C

22.16 tn37.37 tn43.31 tn

hVmMuiM **2

1

Ve

VmMeMui *

L

MuF

Page 140: ALBAÑILERIA CONFINADA

Nº Varillas f As As total 3/8 0.71 4.28 OK

4 1/2 1.27 5.07 OK4 1/2 1.27 7.92 OK

Nº Varillas f As As total 3/8 0.71 2.85 OK 5/8 1.98 2.85 OK 1/2 1.27 2.85 OK

Nº Varillas f As As total 3/8 0.71 4.28 OK

4 1/2 1.27 6.49 OK6 1/2 1.27 9.03 OK

Para columnas confinadas por muros transversales

d + rec L = t = A col15 25.00 13.00 325.0024 25.00 13.00 325.0024 25.00 13.00 325.00

Page 141: ALBAÑILERIA CONFINADA

Ac An0,1*fc*Acs/fy

325.00 189 1.35 OK325.00 189 1.35 OK325.00 189 1.35 OK

Ac An0,1*fc*Acs/fy

195.00 99 0.81 OK195.00 99 0.81 OK195.00 99 0.81 OK

Ac An0,1*fc*Acs/fy

325.00 189.00 1.35 OK325.00 189.00 1.35 OK325.00 189.00 1.35 OK

Page 142: ALBAÑILERIA CONFINADA

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Page 143: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

DATOS 3.32 0.15

f 'm 650 tn/m2 2.4v 'm 81 tn/m2f`c = 0.175 tn/cm2 2.30 0.15fy = 4.2 tn/cm2

Pe Cº = 0.36 tn/m2 2.4Pe Alb = 1.8 tn/m3N colum 2.00 1.15 0.15

XL = 3.70 mL m 3.70 mt = 0.13 m 2.4

NIVEL Fi MV3 3.32 8.31V2 2.30 22.38V1 1.15 39.32

METRADO DE CARGA DEL MURO

Muro en XNIVEL Pcm Pcv Pm (Tn) Pg (tn)

3 4.31 0.55 4.87 4.45 tn2 8.63 1.93 10.56 9.11 tn1 12.94 3.31 16.25 13.77 tn

1.- ESFUERZO MAXIMO

NIVEL mσ < Adm.σ < max.σ3 10.12 < 93.83 < 97.5 OK2 21.95 < 93.83 < 97.5 OK1 33.78 < 93.83 < 97.5 OK

2.- CONTROL DE AGRIETAMIENTO

Entonces :NIVEL 1/3 < a < 1 a

3 0.33 < 1.48 < 1.00 1.48 1

mft

hmf

L

Pmm

t

'*15.0*35

1*'*2.02

VmVe *55,0PgLtvmVm *23,0*****5,0 a

1*

3

1

Me

LVea

Page 144: ALBAÑILERIA CONFINADA

2 0.33 < 0.93 < 1.00 0.93 0.931 0.33 < 0.64 < 1.00 0.64 0.64

NIVEL Ve < Vm 0,55*Vm3 3.32 < 20.50 11.28 No necesita refuerzo horizontal2 5.63 < 20.22 11.12 No necesita refuerzo horizontal1 6.78 < 15.59 8.58 No necesita refuerzo horizontal

h de ladrillo = 8 cm

81.58

1.5 S = 19 cm8

1.58

NIVEL r >

3 0.0013 > 0.001 OK

2 0.0026 > 0.001 OK

1 0.0026 > 0.001 OK

NIVEL Ash A cm2 3 1 0.32 cm2 1 0.32 cm1 1 0.32 cm

Hallando la Resistencia al corte

donde :

fs = 2.1 tn/cm2

NIVEL Ve < V`m 0,55*V`m NIVEL V`m 3 3.32 < 33.59 18.47 Ok 3 20.502 5.63 < 33.31 18.32 Ok 2 20.221 6.78 < 28.68 15.77 Ok 1 15.59

3.- FACTOR DE AMPLIFICACION

Donde :

2 < 2.30 < 3 2.30 2.30

NIVEL Vui Mui3 7.64 19.112 12.94 51.471 15.59 90.45

r minr minr minr min

f 1/4f 1/4f 1/4

1

1

eeui V

VmVV

1

1

eeui V

VmMM

fsAshVdVmmV *S2

fyfs

321

1 Ve

Vm

Page 145: ALBAÑILERIA CONFINADA

4.- DISEÑO DE CONFINAMIENTO

FUERZA CORTANTE

NIVEL Vc 3 10.25 ton2 10.11 ton1 7.80 ton

TRACCION

Donde B = o

COLUMNA C - 1NIVEL Pd Pt Pc M F T

3 1.93 4.37 51.26 13.85 9.49 tn2 2.42 7.70 80.41 21.73 14.04 tn1 2.42 10.54 71.74 19.39 8.85 tn

COLUMNA C - 2

NIVEL Pd Pt Pc M F T3 3.05 5.48 51.26 13.85 8.38 tn2 3.05 8.33 80.41 21.73 13.41 tn1 3.05 11.17 71.74 19.39 8.22 tn

COMPRESION

COLUMNA C - 1 COLUMNA C - 2NIVEL C NIVEL C

3 18.22 tn 3 19.33 tn2 29.43 tn 2 30.06 tn1 29.93 tn 1 30.56 tn

Determinacion del refuerzo vertical

0.85f

PtPmPcdPc 2

1

1*

**5,1

NcL

LVmVc

PcFT

L

BPmPt

*

f*yst f

TA

f**ysf

f

VcA

ystsfs f

AccfAAA

**1,0

Lt*41 t*6

L

MF

FPcT

Page 146: ALBAÑILERIA CONFINADA

0.8 Para juntas sin tratamiento 1 Para juntas en que se haya eliminado la lechada

COLUMNA C - 1NIVEL Ast Asf As Nº Varillas f As

3 2.66 cm2 4 3/8 0.712 3.93 cm2 3/8 0.711 2.48 2.18 4.66 cm2 4 3/8 0.71

COLUMNA C - 2NIVEL Ast Asf As Nº Varillas f As

3 2.35 cm2 4 3/8 0.712 3.76 cm2 3/8 0.711 2.30 2.18 4.49 cm2 4 3/8 0.71

Area Neta del diseño a compresion

0.7 o 0.75 Según se utilice estribos cerrados o zunchos d 0.8 Para columnas sin muros transversales d 1 Para columnas confinadas por muros transversales

rec= 29 13

rec= 2L

COLUMNA C - 1 COLUMNA C - 2NIVEL An d + rec L = t = A col NIVEL An

3 127.61 18 30.00 13.00 390.00 3 121.782 218.45 28 30.00 13.00 390.00 2 186.391 199.44 26 30.00 13.00 390.00 1 171.33

DISEÑO POR CORTE POR FRICCION

0.85

COLUMNA C - 1

NIVEL Acf > Acf > 15t h L t 3 344.61 > 390.00 > 195 30 30.00 13.002 339.86 > 390.00 > 195 30 30.00 13.001 262.06 > 390.00 > 195 30 30.00 13.00

COLUMNA C - 1

f

f

)(15**2.0

2cmtAccf

VcAcf

f

c

ys

n f

fAC

AsA

**85,0

*

df

Page 147: ALBAÑILERIA CONFINADA

NIVEL Acf > Acf > 15t h L t 3 344.61 > 344.61 > 195 27 30.00 13.002 339.86 > 339.86 > 195 26 30.00 13.001 262.06 > 325.00 > 195 25 30.00 13.00

ESTRIBOS Av

Usando: 1/4 0.64 cm

8.53 cm 14.22 cm

10.00 cm7.50 cm

NIVEL

3 43.00 45.002 43.00 45.001 45.00 45.00

DISEÑO DE VIGAS SOLERAS

0.9b h

A v solera= 13 15 195 cm2

NIVEL Ts As

3 10.25 2.71 0.8125 OK2 10.11 2.67 0.8125 OK1 7.80 2.06 0.8125 OK

f Area 1 er Nivel 2 er Nivel 3 er Nivel

3/8 0.71 4 4 4 2.84 2.84 2.84 1/2 1.27 0.00 0.00 0.00 5/8 1.98 0.00 0.00 0.00 3/4 2.85 0.00 0.00 0.001 5.07 0.00 0.00 0.00

2.84 2.84 2.84OK OK OK

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 1 @ 0,05; 5 @ 0,075 r @ 0,20f 1/4 : 1@ 0,05; 5 @ 0,075; r @ 0,20f 1/4 : 1 @ 0,05; 5 @ 0,075; r @ 0,20

f

0,1*fc*Acs/fy

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Varillas 1º

Varillas 2º

Varillas 3º

)1/(***3.0

*1

AnAccftn

FyAvS

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

L

LmVmTs 2

*yy

ss f

Acscf

f

TA

**1,0

*

f

Page 148: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

Page 149: ALBAÑILERIA CONFINADA
Page 150: ALBAÑILERIA CONFINADA

Para pisos superiores:

hVmMuiM **2

1

Ve

VmMeMui *

L

MuF

Page 151: ALBAÑILERIA CONFINADA

Nº Varillas f As As total 3/8 0.71 2.85 OK

4 1/2 1.27 5.07 OK4 1/2 1.27 7.92 OK

Nº Varillas f As As total0 3/8 0.71 2.85 OK4 1/2 1.27 5.07 OK4 1/2 1.27 7.92 OK

Para columnas confinadas por muros transversales

d + rec L = t = A col18 25.00 13.00 325.0025 25.00 13.00 325.0023 25.00 13.00 325.00

Ac An0,1*fc*Acs/fy

390.00 234 1.62 OK390.00 234 1.62 OK390.00 234 1.62 OK

Page 152: ALBAÑILERIA CONFINADA

Ac An0,1*fc*Acs/fy

390.00 234 1.62 OK390.00 234 1.62 OK390.00 234 1.62 OK

1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Page 153: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

DATOS 3.59 0.15

f 'm 650 tn/m2 2.4v 'm 81 tn/m2f`c = 0.175 tn/cm2 2.49 0.15fy = 4.2 tn/cm2

Pe Cº = 0.36 tn/m2 2.4Pe Alb = 1.8 tn/m3N colum 2.00 1.24 0.15

XL = 4.05 mL m 4.05 mt = 0.13 m 2.4

NIVEL Fi MV3 3.59 8.96V2 2.49 24.14V1 1.24 42.42

METRADO DE CARGA DEL MURO

Muro en XNIVEL Pcm Pcv Pm (Tn) Pg (tn)

3 5.28 0.76 6.04 5.47 tn2 10.57 2.66 13.22 11.23 tn1 15.85 4.55 20.41 16.99 tn

1.- ESFUERZO MAXIMO

NIVEL mσ < Adm.σ < max.σ3 11.48 < 93.83 < 97.5 OK2 25.12 < 93.83 < 97.5 OK1 38.76 < 93.83 < 97.5 OK

2.- CONTROL DE AGRIETAMIENTO

Entonces :NIVEL 1/3 < a < 1 a

3 0.33 < 1.62 < 1.00 1.62 1

mft

hmf

L

Pmm

t

'*15.0*35

1*'*2.02

VmVe *55,0PgLtvmVm *23,0*****5,0 a

1*

3

1

Me

LVea

Page 154: ALBAÑILERIA CONFINADA

2 0.33 < 1.02 < 1.00 1.02 1.001 0.33 < 0.70 < 1.00 0.70 0.70

NIVEL Ve < Vm 0,55*Vm3 3.59 < 22.58 12.42 No necesita refuerzo horizontal2 6.07 < 23.91 13.15 No necesita refuerzo horizontal1 7.31 < 18.80 10.34 No necesita refuerzo horizontal

h de ladrillo = 8 cm

81.58

1.5 S = 19 cm8

1.58

NIVEL r >

3 0.0013 > 0.001 OK

2 0.0026 > 0.001 OK

1 0.0026 > 0.001 OK

NIVEL Ash A cm2 3 1 0.32 cm2 1 0.32 cm1 1 0.32 cm

Hallando la Resistencia al corte

donde :

fs = 2.1 tn/cm2

NIVEL Ve < V`m 0.55*V`m NIVEL V`m 3 3.59 < 36.91 20.30 Ok 3 22.582 6.07 < 38.23 21.03 Ok 2 23.911 7.31 < 33.12 18.22 Ok 1 18.80

3.- FACTOR DE AMPLIFICACION

Donde :

2 < 2.57 < 3 2.57 2.57

NIVEL Vui Mui3 9.21 23.032 15.60 62.041 18.80 109.03

r minr minr minr min

f 1/4f 1/4f 1/4

1

1

eeui V

VmVV

1

1

eeui V

VmMM

fsAshVdVmmV *S2

fyfs

321

1 Ve

Vm

Page 155: ALBAÑILERIA CONFINADA

4.- DISEÑO DE CONFINAMIENTO

FUERZA CORTANTE

NIVEL Vc 3 11.29 ton2 11.95 ton1 9.40 ton

TRACCION

Donde B = o

COLUMNA C - 1NIVEL Pd Pt Pc M F T

3 4.05 7.07 56.46 13.94 6.87 tn2 4.89 11.50 95.06 23.47 11.97 tn1 4.89 15.09 86.47 21.35 6.26 tn

COLUMNA C - 2

NIVEL Pd Pt Pc M F T3 0.92 3.95 56.46 13.94 9.99 tn2 1.15 7.77 95.06 23.47 15.71 tn1 1.15 11.36 86.47 21.35 9.99 tn

COMPRESION

COLUMNA C - 1 COLUMNA C - 2NIVEL C NIVEL C

3 21.01 tn 3 17.89 tn2 34.97 tn 2 31.24 tn1 36.44 tn 1 32.71 tn

Determinacion del refuerzo vertical

0.85f

PtPmPcdPc 2

1

1*

**5,1

NcL

LVmVc

PcFT

L

BPmPt

*

f*yst f

TA

f**ysf

f

VcA

ystsfs f

AccfAAA

**1,0

Lt*41 t*6

L

MF

FPcT

Page 156: ALBAÑILERIA CONFINADA

0.8 Para juntas sin tratamiento 1 Para juntas en que se haya eliminado la lechada

COLUMNA C - 1NIVEL Ast Asf As Nº Varillas f As

3 1.92 cm2 4 3/8 0.712 3.35 cm2 3/8 0.711 1.75 2.63 4.39 cm2 2 3/8 0.71

COLUMNA C - 2NIVEL Ast Asf As Nº Varillas f As

3 2.80 cm2 4 3/8 0.712 4.40 cm2 3/8 0.711 2.80 2.63 5.43 cm2 4 3/8 0.71

Area Neta del diseño a compresion

0.7 o 0.75 Según se utilice estribos cerrados o zunchos d 0.8 Para columnas sin muros transversales d 1 Para columnas confinadas por muros transversales

rec= 29 13

rec= 2L

COLUMNA C - 1 COLUMNA C - 2NIVEL An d + rec L = t = A col NIVEL An

3 186.26 25 40.00 13.00 520.00 3 118.712 304.79 38 40.00 13.00 520.00 2 224.131 287.03 36 40.00 13.00 520.00 1 206.37

DISEÑO POR CORTE POR FRICCION

0.85

COLUMNA C - 1

NIVEL Acf > Acf > 15t h L t 3 379.53 > 520.00 > 195 40 40.00 13.002 401.79 > 520.00 > 195 40 40.00 13.001 315.89 > 520.00 > 195 40 40.00 13.00

COLUMNA C - 1

f

f

)(15**2.0

2cmtAccf

VcAcf

f

c

ys

n f

fAC

AsA

**85,0

*

df

Page 157: ALBAÑILERIA CONFINADA

NIVEL Acf > Acf > 15t h L t 3 379.53 > 390.00 > 195 30 35.00 13.002 401.79 > 401.79 > 195 31 35.00 13.001 315.89 > 390.00 > 195 30 35.00 13.00

ESTRIBOS Av

Usando: 1/4 0.64 cm

9.40 cm 14.22 cm

10.00 cm10.00 cm

NIVEL

3 58.00 55.002 58.00 55.001 60.00 55.00

DISEÑO DE VIGAS SOLERAS

0.9b h

A v solera= 13 15 195 cm2

NIVEL Ts As

3 11.29 2.99 0.8125 OK2 11.95 3.16 0.8125 OK1 9.40 2.49 0.8125 OK

f Area 1 er Nivel 2 er Nivel 3 er Nivel

3/8 0.71 6 6 6 4.26 4.26 4.26 1/2 1.27 0.00 0.00 0.00 5/8 1.98 0.00 0.00 0.00 3/4 2.85 0.00 0.00 0.001 5.07 0.00 0.00 0.00

4.26 4.26 4.26OK OK OK

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 1 @ 0,05; 7 @ 0,075; r @ 0,20f 1/4 : 1 @ 0,05; 7 @ 0,75; r @ 0,20f 1/4 : 1 @ 0,05; 7@ 0,75; r @ 0,20

f

0,1*fc*Acs/fy

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Varillas 1º

Varillas 2º

Varillas 3º

)1/(***3.0

*1

AnAccftn

FyAvS

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

L

LmVmTs 2

*yy

ss f

Acscf

f

TA

**1,0

*

f

Page 158: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

Page 159: ALBAÑILERIA CONFINADA
Page 160: ALBAÑILERIA CONFINADA

Para pisos superiores:

hVmMuiM **2

1

Ve

VmMeMui *

L

MuF

Page 161: ALBAÑILERIA CONFINADA

Nº Varillas f As As total 3/8 0.71 2.85 OK

4 1/2 1.27 5.07 OK4 1/2 1.27 6.49 OK

Nº Varillas f As As total 3/8 0.71 2.85 OK

4 1/2 1.27 5.07 OK4 1/2 1.27 7.92 OK

Para columnas confinadas por muros transversales

d + rec L = t = A col17 30.00 13.00 390.0029 30.00 13.00 390.0027 30.00 13.00 390.00

Ac An0,1*fc*Acs/fy

520.00 324 2.17 OK520.00 324 2.17 OK520.00 324 2.17 OK

Page 162: ALBAÑILERIA CONFINADA

Ac An0,1*fc*Acs/fy

455.00 279 1.90 OK455.00 279 1.90 OK455.00 279 1.90 OK

1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Page 163: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

DATOS 3.64 0.15

f 'm 650 tn/m2 2.4v 'm 81 tn/m2f`c = 0.175 tn/cm2 2.52 0.15fy = 4.2 tn/cm2

Pe Cº = 0.36 tn/m2 2.4Pe Alb = 1.8 tn/m3N colum 2.00 1.26 0.15

XL = 4.10 mL m 4.10 mt = 0.13 m 2.4

NIVEL Fi MV3 3.64 9.09V2 2.52 24.49V1 1.26 43.03

METRADO DE CARGA DEL MURO

Muro en XNIVEL Pcm Pcv Pm (Tn) Pg (tn)

3 4.79 0.61 5.41 4.95 tn2 9.59 2.15 11.74 10.12 tn1 14.38 3.68 18.06 15.30 tn

1.- ESFUERZO MAXIMO

NIVEL mσ < Adm.σ < max.σ3 10.15 < 93.83 < 97.5 OK2 22.02 < 93.83 < 97.5 OK1 33.89 < 93.83 < 97.5 OK

2.- CONTROL DE AGRIETAMIENTO

Entonces :NIVEL 1/3 < a < 1 a

3 0.33 < 1.64 < 1.00 1.64 1

mft

hmf

L

Pmm

t

'*15.0*35

1*'*2.02

VmVe *55,0PgLtvmVm *23,0*****5,0 a

1*

3

1

Me

LVea

Page 164: ALBAÑILERIA CONFINADA

2 0.33 < 1.03 < 1.00 1.03 1.001 0.33 < 0.71 < 1.00 0.71 0.71

NIVEL Ve < Vm 0,55*Vm3 3.64 < 22.72 12.50 No necesita refuerzo horizontal2 6.16 < 23.92 13.15 No necesita refuerzo horizontal1 7.42 < 18.78 10.33 No necesita refuerzo horizontal

h de ladrillo = 8 cm

81.58

1.5 S = 19 cm8

1.58

NIVEL r >

3 0.0013 > 0.001 OK

2 0.0026 > 0.001 OK

1 0.0026 > 0.001 OK

NIVEL Ash A cm2 3 1 0.32 cm2 1 0.32 cm1 1 0.32 cm

Hallando la Resistencia al corte

donde :

fs = 2.1 tn/cm2

NIVEL Ve < V`m 0,55*V`m NIVEL V`m 3 3.64 < 37.23 20.47 Ok 3 22.722 6.16 < 38.42 21.13 Ok 2 23.921 7.42 < 33.28 18.30 Ok 1 18.78

3.- FACTOR DE AMPLIFICACION

Donde :

2 < 2.53 < 3 2.53 2.53

NIVEL Vui Mui3 9.20 23.012 15.59 61.981 18.78 108.92

r minr minr minr min

f 1/4f 1/4f 1/4

1

1

eeui V

VmVV

1

1

eeui V

VmMM

fsAshVdVmmV *S2

fyfs

321

1 Ve

Vm

Page 165: ALBAÑILERIA CONFINADA

4.- DISEÑO DE CONFINAMIENTO

FUERZA CORTANTE

NIVEL Vc 3 11.36 ton2 11.96 ton1 9.39 ton

TRACCION

Donde B = o

COLUMNA C - 1NIVEL Pd Pt Pc M F T

3 4.40 7.10 -4.26 -1.04 -8.14 tn2 5.51 11.38 33.28 8.12 -3.26 tn1 5.51 14.54 86.39 21.07 6.53 tn

COLUMNA C - 2

NIVEL Pd Pt Pc M F T3 4.07 6.77 -4.26 -1.04 -7.81 tn2 5.06 10.93 33.28 8.12 -2.82 tn1 5.06 14.10 86.39 21.07 6.97 tn

COMPRESION

COLUMNA C - 1 COLUMNA C - 2NIVEL C NIVEL C

3 6.06 tn 3 5.73 tn2 19.49 tn 2 19.05 tn1 35.61 tn 1 35.17 tn

Determinacion del refuerzo vertical

0.85f

PtPmPcdPc 2

1

1*

**5,1

NcL

LVmVc

PcFT

L

BPmPt

*

f*yst f

TA

f**ysf

f

VcA

ystsfs f

AccfAAA

**1,0

Lt*41 t*6

L

MF

FPcT

Page 166: ALBAÑILERIA CONFINADA

0.8 Para juntas sin tratamiento 1 Para juntas en que se haya eliminado la lechada

COLUMNA C - 1NIVEL Ast Asf As Nº Varillas f As

3 -2.28 cm2 4 3/8 0.712 -0.91 cm2 4 3/8 0.711 1.83 2.63 4.46 cm2 8 3/8 0.71

COLUMNA C - 2NIVEL Ast Asf As Nº Varillas f As

3 -2.19 cm2 4 3/8 0.712 -0.79 cm2 4 3/8 0.711 1.95 2.63 4.58 cm2 8 3/8 0.71

Area Neta del diseño a compresion

0.7 o 0.75 Según se utilice estribos cerrados o zunchos d 0.8 Para columnas sin muros transversales d 1 Para columnas confinadas por muros transversales

rec= 29 13

rec= 2L

COLUMNA C - 1 COLUMNA C - 2NIVEL An d + rec L = t = A col NIVEL An

3 150.97 21 35.00 13.00 455.00 3 143.872 265.32 33 35.00 13.00 455.00 2 255.731 274.58 35 35.00 13.00 455.00 1 265.00

DISEÑO POR CORTE POR FRICCION

0.85

COLUMNA C - 1

NIVEL Acf > Acf > 15t h L t 3 381.92 > 455.00 > 195 35 35.00 13.002 401.93 > 455.00 > 195 35 35.00 13.001 315.58 > 455.00 > 195 35 35.00 13.00

COLUMNA C - 1

f

f

)(15**2.0

2cmtAccf

VcAcf

f

c

ys

n f

fAC

AsA

**85,0

*

df

Page 167: ALBAÑILERIA CONFINADA

NIVEL Acf > Acf > 15t h L t 3 381.92 > 455.00 > 195 35 35.00 13.002 401.93 > 455.00 > 195 35 35.00 13.001 315.58 > 455.00 > 195 35 35.00 13.00

ESTRIBOS Av

Usando: 1/4 0.64 cm

9.02 cm 14.22 cm

10.00 cm8.75 cm

NIVEL

3 50.50 60.002 50.50 60.001 52.50 60.00

DISEÑO DE VIGAS SOLERAS

0.9b h

A v solera= 13 15 195 cm2

NIVEL Ts As

3 11.36 3.01 0.8125 OK2 11.96 3.16 0.8125 OK1 9.39 2.48 0.8125 OK

f Area 1 er Nivel 2 er Nivel 3 er Nivel

3/8 0.71 6 6 6 4.26 4.26 4.26 1/2 1.27 0.00 0.00 0.00 5/8 1.98 0.00 0.00 0.00 3/4 2.85 0.00 0.00 0.001 5.07 0.00 0.00 0.00

4.26 4.26 4.26OK OK OK

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 1 @ 0,05; 7@ 0,075; r @ 0,125f 1/4 : 1 @ 0,05; 7 @ 0,075; r @ 0,125f 1/4 : 1 @ 0,05; 7 @ 0,075 r @ 0,125

f

0,1*fc*Acs/fy

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Varillas 1º

Varillas 2º

Varillas 3º

)1/(***3.0

*1

AnAccftn

FyAvS

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

L

LmVmTs 2

*yy

ss f

Acscf

f

TA

**1,0

*

f

Page 168: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

Page 169: ALBAÑILERIA CONFINADA
Page 170: ALBAÑILERIA CONFINADA

Para pisos superiores:

hVmMuiM **2

1

Ve

VmMeMui *

L

MuF

Page 171: ALBAÑILERIA CONFINADA

Nº Varillas f As As total 3/8 0.71 2.85 OK 1/2 1.27 2.85 OK 1/2 1.27 5.70 OK

Nº Varillas f As As total 3/8 0.71 2.85 OK 1/2 1.27 2.85 OK 5/8 1.98 5.70 OK

Para columnas confinadas por muros transversales

d + rec L = t = A col20 35.00 13.00 455.0032 35.00 13.00 455.0033 35.00 13.00 455.00

Ac An0,1*fc*Acs/fy

455.00 279 1.90 OK455.00 279 1.90 OK455.00 279 1.90 OK

Page 172: ALBAÑILERIA CONFINADA

Ac An0,1*fc*Acs/fy

455.00 279 1.90 OK455.00 279 1.90 OK455.00 279 1.90 OK

1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Page 173: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

DATOS 8.68 0.15

f 'm 650 tn/m2 2.5v 'm 81 tn/m2f`c = 0.175 tn/cm2 6.02 0.15fy = 4.2 tn/cm2

Pe Cº = 0.36 tn/m2 2.5Pe Alb = 1.8 tn/m3N colum 3.00 3.01 0.15

X

L = 8.00 mL m 4 mt = 0.13 m 2.5

METRADO DE CARGA DEL MURO

Muro en XNIVEL Pcm Pcv Pm (Tn) Pg (tn) NIVEL Fi M

3 7.61 0.71 8.32 7.79 tn V3 8.68 21.692 15.21 2.50 17.71 15.84 tn V2 6.02 58.421 22.82 4.28 27.10 23.89 tn V1 3.01 102.67

1.- ESFUERZO MAXIMO

NIVEL mσ < Adm.σ < max.σ3 8.00 < 90.75 < 97.5 OK2 17.03 < 90.75 < 97.5 OK1 26.06 < 90.75 < 97.5 OK

2.- CONTROL DE AGRIETAMIENTO

Entonces :NIVEL 1/3 < a < 1 a

3 0.33 < 3.20 < 1.00 3.20 1.002 0.33 < 2.01 < 1.00 2.01 1.001 0.33 < 1.38 < 1.00 1.38 1.00

mft

hmf

L

Pmm

t

'*15.0*35

1*'*2.02

VmVe *55,0PgLtvmVm *23,0*****5,0 a

1*

3

1

Me

LVea

Page 174: ALBAÑILERIA CONFINADA

NIVEL Ve < Vm 0,55*Vm3 8.68 < 43.91 24.15 No necesita refuerzo horizontal2 14.69 < 45.76 25.17 No necesita refuerzo horizontal1 17.70 < 47.61 26.19 No necesita refuerzo horizontal

h de ladrillo = 8 cm

81.58

1.5 S = 19 cm8

1.58

NIVEL r >

3 0.0013 > 0.001 OK

2 0.0026 > 0.001 OK

1 0.0026 > 0.001 OK

NIVEL Ash A cm2 3 1 0.32 cm2 1 0.32 cm1 1 0.32 cm

Hallando la Resistencia al corte

donde :

fs = 2.1 tn/cm2

NIVEL Ve < V`m 0,55*V`m NIVEL V`m 3 8.68 < 72.21 39.71 Ok 3 43.912 14.69 < 74.06 40.73 Ok 2 45.761 17.70 < 75.91 41.75 Ok 1 47.61

3.- FACTOR DE AMPLIFICACION

Donde :

2 < 2.69 < 3 2.69 2.69

NIVEL Vui Mui3 23.34 58.352 16.18 157.161 8.09 276.20

r minr minr minr min

f 1/4f 1/4f 1/4

1

1

eeui V

VmVV

1

1

eeui V

VmMM

fsAshVdVmmV *S2

fyfs

321

1 Ve

Vm

Page 175: ALBAÑILERIA CONFINADA

4.- DISEÑO DE CONFINAMIENTO

FUERZA CORTANTE

Columna InteriorNIVEL Vc NIVEL Vc

3 8.23 ton 3 5.49 ton2 8.58 ton 2 5.72 ton1 8.93 ton 1 5.95 ton

TRACCION

Donde B = o

COLUMNA C - 1NIVEL Pd Pt Pc M F T

3 2.79 6.95 109.78 13.72 6.77 tn2 3.35 12.21 181.97 22.75 10.54 tn1 3.35 16.90 216.68 27.09 10.18 tn

COLUMNA INTERIOR

NIVEL Pd Pt Pc T3 4.59 8.75 4.97 tn2 5.68 14.53 -0.23 tn1 5.68 19.22 -4.34 tn

COLUMNA C - 2

NIVEL Pd Pt Pc M F T3 0.33 3.58 8.06 109.78 27.44 19.38 tn2 0.40 3.58 12.83 181.97 45.49 32.66 tn1 0.40 3.58 17.53 216.68 54.17 36.64 tn

COMPRESION

COLUMNA C - 1 COLUMNA INTERIOR COLUMNA C - 2NIVEL C NIVEL C NIVEL C

3 20.67 tn 3 1.89 tn 3 35.512 34.95 tn 2 7.38 tn 2 58.331 43.99 tn 1 11.78 tn 1 71.70

Determinacion del refuerzo vertical

PtPmPcdPc 2

1

1*

**5,1

NcL

LVmVc

PcFT

L

BPmPt

*

f*yst f

TA

f**ysf

f

VcA

Lt*41 t*6

L

MF

FPcT

Page 176: ALBAÑILERIA CONFINADA

0.85

0.8 Para juntas sin tratamiento 1 Para juntas en que se haya eliminado la lechada

COLUMNA C - 1NIVEL Ast Asf As Nº Varillas f As

3 1.90 cm2 4 3/8 0.712 2.95 cm2 6 3/8 0.711 2.85 2.50 5.35 cm2 2 3/8 0.71

COLUMNA INTERIORNIVEL Ast Asf As Nº Varillas f As

3 1.39 cm2 4 3/8 0.712 -0.06 cm2 4 3/8 0.711 -1.22 1.67 1.67 cm2 4 3/8 0.71

COLUMNA C - 2NIVEL Ast Asf As Nº Varillas f As

3 5.43 cm2 3/8 0.712 9.15 cm2 4 3/8 0.711 10.26 2.50 12.76 cm2 4 3/8 0.71

Area Neta del diseño a compresion

0.7 o 0.75 Según se utilice estribos cerrados o zunchos d 0.8 Para columnas sin muros transversales d 1 Para columnas confinadas por muros transversales

rec= 29 13

rec= 2L

COLUMNA C - 1 COLUMNA C - 2NIVEL An d + rec L = t = A col NIVEL An

3 183.16 24 45.00 13.00 585.00 3 193.152 318.33 39 45.00 13.00 585.00 2 310.991 344.44 42 45.00 13.00 585.00 1 340.92

COLUMNA INTERIORNIVEL An d + rec L = t = A col

3 -25.09 1 15.00 13.00 195.002 90.79 14 15.00 13.00 195.00

f

f

f*yst f

TA

f**ysf

f

VcA

ystsfs f

AccfAAA

**1,0

c

ys

n f

fAC

AsA

**85,0

*

df

Page 177: ALBAÑILERIA CONFINADA

1 84.30 13 15.00 13.00 195.00

DISEÑO POR CORTE POR FRICCION

0.85

COLUMNA C - 1

NIVEL Acf > Acf > 15t h L t 3 276.75 > 585.00 > 195 45.00 45.00 13.002 288.42 > 585.00 > 195 45.00 45.00 13.001 300.09 > 585.00 > 195 45.00 45.00 13.00

COLUMNA INTERMEDIA

NIVEL Acf > Acf > 15t h L t 3 184.50 > 195.00 > 195 15.00 15.00 13.002 192.28 > 195.00 > 195 15.00 15.00 13.001 200.06 > 200.06 > 195 15.39 15.00 13.00

COLUMNA C - 2

NIVEL Acf > Acf > 15t h L t 3 276.75 > 585.00 > 195 45.00 45.00 13.002 288.42 > 585.00 > 195 45.00 45.00 13.001 300.09 > 585.00 > 195 45.00 45.00 13.00

ESTRIBOS COLUMNA C - 1Av

Usando: 1/4 0.64 cm

9.72 cm 14.22 cm

10.00 cm11.25 cm

NIVEL

3 65.50 65.002 65.50 65.001 65.50 65.00

f

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 1 @ 0,05; 8 @ 0,075; r @ 0,20f 1/4 : 1 @ 0,05; 8 @ 0,075 r @ 0,20f 1/4 : 1 @ 0,05; 8 @ 0,075; r @ 0,20

)1/(***3.0

*1

AnAccftn

FyAvS

)(15**2.0

2cmtAccf

VcAcf

f

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

Page 178: ALBAÑILERIA CONFINADA

ESTRIBOS COLUMNA INTERMEDIAAv

Usando: 1/4 0.64 cm

5.87 cm 14.22 cm

10.00 cm3.75 cm

NIVEL

3 20.50 45.002 20.50 45.001 20.50 45.00

DISEÑO DE VIGAS SOLERAS

0.9b h

A v solera= 13 15 195 cm2

NIVEL Ts As

3 10.98 2.90 2 0.8125 OK2 11.44 3.03 2 0.8125 OK1 11.90 3.15 2 0.8125 OK

f Area 1 er Nivel 2 er Nivel 3 er Nivel

3/8 0.71 6 6 6 4.26 4.26 4.26 1/2 1.27 0.00 0.00 0.00 5/8 1.98 0.00 0.00 0.00 3/4 2.85 0.00 0.00 0.001 5.07 0.00 0.00 0.00

4.26 4.26 4.26OK OK OK

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

f

Amin (4 f 8mm

0,1*fc*Acs/fy

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Varillas 1º

Varillas 2º

Varillas 3º

L

LmVmTs 2

*yy

ss f

Acscf

f

TA

**1,0

*

f

)1/(***3.0

*1

AnAccftn

FyAvS

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

Page 179: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

Page 180: ALBAÑILERIA CONFINADA
Page 181: ALBAÑILERIA CONFINADA

Para pisos superiores:

tntntn

hVmMuiM **2

1

Ve

VmMeMui *

L

MuF

Page 182: ALBAÑILERIA CONFINADA

Nº Varillas f As As total0 3/8 0.71 2.85 OK

1/2 1.27 4.28 OK4 1/2 1.27 6.49 OK

Nº Varillas f As As total 3/8 0.71 2.85 OK 1/2 1.27 2.85 OK 5/8 1.98 2.85 OK

Nº Varillas f As As total6 1/2 1.27 7.60 OK6 1/2 1.27 10.45 OK8 1/2 1.27 12.98 OK

Para columnas confinadas por muros transversales

d + rec L = t = A col25 45.00 13.00 585.0039 45.00 13.00 585.0042 45.00 13.00 585.00

Page 183: ALBAÑILERIA CONFINADA

Ac An0,1*fc*Acs/fy

585.00 369 2.44 OK585.00 369 2.44 OK585.00 369 2.44 OK

Ac An0,1*fc*Acs/fy

195.00 99 0.81 OK195.00 99 0.81 OK195.00 99 0.81 OK

Ac An0,1*fc*Acs/fy

585.00 369.00 2.44 OK585.00 369.00 2.44 OK585.00 369.00 2.44 OK

Page 184: ALBAÑILERIA CONFINADA

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Page 185: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

DATOS 4.13 0.15

f 'm 650 tn/m2 2.5v 'm 81 tn/m2f`c = 0.175 tn/cm2 2.86 0.15fy = 4.2 tn/cm2

Pe Cº = 0.36 tn/m2 2.5Pe Alb = 1.8 tn/m3N colum 3.00 1.43 0.15

X

L = 4.40 mL m 3.5 mt = 0.13 m 2.5

METRADO DE CARGA DEL MURO

Muro en XNIVEL Pcm Pcv Pm (Tn) Pg (tn) NIVEL Fi M

3 3.86 0.30 4.16 3.93 tn V3 4.13 10.332 7.72 1.06 8.78 7.98 tn V2 2.86 27.801 11.58 1.81 13.39 12.03 tn V1 1.43 48.85

1.- ESFUERZO MAXIMO

NIVEL mσ < Adm.σ < max.σ3 7.27 < 90.75 < 97.5 OK2 15.34 < 90.75 < 97.5 OK1 23.41 < 90.75 < 97.5 OK

2.- CONTROL DE AGRIETAMIENTO

Entonces :NIVEL 1/3 < a < 1 a

3 0.33 < 1.76 < 1.00 1.76 1.002 0.33 < 1.11 < 1.00 1.11 1.001 0.33 < 0.76 < 1.00 0.76 0.76

mft

hmf

L

Pmm

t

'*15.0*35

1*'*2.02

VmVe *55,0PgLtvmVm *23,0*****5,0 a

1*

3

1

Me

LVea

Page 186: ALBAÑILERIA CONFINADA

NIVEL Ve < Vm 0,55*Vm3 4.13 < 24.07 13.24 No necesita refuerzo horizontal2 6.99 < 25.00 13.75 No necesita refuerzo horizontal1 8.42 < 20.33 11.18 No necesita refuerzo horizontal

h de ladrillo = 8 cm

81.58

1.5 S = 19 cm8

1.58

NIVEL r >

3 0.0013 > 0.001 OK

2 0.0026 > 0.001 OK

1 0.0026 > 0.001 OK

NIVEL Ash A cm2 3 1 0.32 cm2 1 0.32 cm1 1 0.32 cm

Hallando la Resistencia al corte

donde :

fs = 2.1 tn/cm2

NIVEL Ve < V`m 0,55*V`m NIVEL V`m 3 4.13 < 39.63 21.80 Ok 3 24.072 6.99 < 40.56 22.31 Ok 2 25.001 8.42 < 35.90 19.74 Ok 1 20.33

3.- FACTOR DE AMPLIFICACION

Donde :

2 < 2.42 < 3 2.42 2.42

NIVEL Vui Mui3 9.98 24.952 6.90 67.151 3.45 117.99

r minr minr minr min

f 1/4f 1/4f 1/4

1

1

eeui V

VmVV

1

1

eeui V

VmMM

fsAshVdVmmV *S2

fyfs

321

1 Ve

Vm

Page 187: ALBAÑILERIA CONFINADA

4.- DISEÑO DE CONFINAMIENTO

FUERZA CORTANTE

Columna InteriorNIVEL Vc NIVEL Vc

3 7.18 ton 3 4.79 ton2 7.46 ton 2 4.97 ton1 6.07 ton 1 4.04 ton

TRACCION

Donde B = o

B = 0.78 m entonces : B = 0.780 m

COLUMNA C - 1NIVEL Pd Pt Pc M F T

3 0.16 2.24 60.18 13.68 11.44 tn2 0.19 4.58 99.46 22.61 18.03 tn1 0.19 6.89 92.57 21.04 14.15 tn

COLUMNA INTERIOR

NIVEL Pd Pt Pc T3 2.31 4.39 9.28 tn2 2.31 6.70 7.51 tn1 2.31 9.01 2.55 tn

COLUMNA C - 2

NIVEL Pd Pt Pc M F T3 2.77 4.85 60.18 13.68 8.83 tn2 3.41 7.80 99.46 22.61 14.81 tn1 3.41 10.10 92.57 21.04 10.93 tn

COMPRESION

COLUMNA C - 1 COLUMNA INTERIOR COLUMNA C - 2NIVEL C NIVEL C NIVEL C

3 15.91 tn 3 -2.45 tn 3 18.532 27.19 tn 2 -0.40 tn 2 30.401 27.93 tn 1 3.23 tn 1 31.14

Determinacion del refuerzo vertical

PtPmPcdPc 2

1

1*

**5,1

NcL

LVmVc

PcFT

L

BPmPt

*

f*yst f

TA

f**ysf

f

VcA

Lt*41 t*6

L

MF

FPcT

Page 188: ALBAÑILERIA CONFINADA

0.85

0.8 Para juntas sin tratamiento 1 Para juntas en que se haya eliminado la lechada

COLUMNA C - 1NIVEL Ast Asf As Nº Varillas f As

3 3.20 cm2 6 3/8 0.712 5.05 cm2 2 3/8 0.711 3.96 1.70 5.66 cm2 2 3/8 0.71

COLUMNA INTERIORNIVEL Ast Asf As Nº Varillas f As

3 2.60 cm2 4 3/8 0.712 2.10 cm2 4 3/8 0.711 0.71 1.13 1.85 cm2 6 3/8 0.71

COLUMNA C - 2NIVEL Ast Asf As Nº Varillas f As

3 2.47 cm2 4 3/8 0.712 4.15 cm2 3/8 0.711 3.06 1.70 4.76 cm2 3/8 0.71

Area Neta del diseño a compresion

0.7 o 0.75 Según se utilice estribos cerrados o zunchos d 0.8 Para columnas sin muros transversales d 1 Para columnas confinadas por muros transversales

rec= 29 13

rec= 2L

COLUMNA C - 1 COLUMNA C - 2NIVEL An d + rec L = t = A col NIVEL An

3 81.13 13 25.00 13.00 325.00 3 137.602 153.20 21 25.00 13.00 325.00 2 222.711 141.03 20 25.00 13.00 325.00 1 210.54

COLUMNA INTERIORNIVEL An d + rec L = t = A col

3 -94.31 -6.48 15.00 13.00 195.00

f

f

f*yst f

TA

f**ysf

f

VcA

ystsfs f

AccfAAA

**1,0

c

ys

n f

fAC

AsA

**85,0

*

df

Page 189: ALBAÑILERIA CONFINADA

2 -61.13 -2.79 15.00 13.00 195.001 -19.25 1.86 15.00 13.00 195.00

DISEÑO POR CORTE POR FRICCION

0.85

COLUMNA C - 1

NIVEL Acf > Acf > 15t h L t 3 241.35 > 325.00 > 195 25 25.00 13.002 250.69 > 325.00 > 195 25 25.00 13.001 203.88 > 325.00 > 195 25 25.00 13.00

COLUMNA INTERMEDIA

NIVEL Acf > Acf > 15t h L t 3 160.90 > 195.00 > 195 15 15.00 13.002 167.13 > 195.00 > 195 15 15.00 13.001 135.92 > 195.00 > 195 15 15.00 13.00

COLUMNA C - 2

NIVEL Acf > Acf > 15t h L t 3 241.35 > 390.00 > 195 30.00 30.00 13.002 250.69 > 390.00 > 195 30.00 30.00 13.001 203.88 > 390.00 > 195 30.00 30.00 13.00

ESTRIBOS COLUMNA C - 1Av

Usando: 1/4 0.64 cm

8.53 cm 14.22 cm

10.00 cm7.50 cm

NIVEL

3 37.50 45.002 35.50 45.00

f

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 1 @ 0,05; 5@ 0,075; r @ 0,20f 1/4 : 1 @ 0,05; 5 @ 0,075 r @ 0,20

)1/(***3.0

*1

AnAccftn

FyAvS

)(15**2.0

2cmtAccf

VcAcf

f

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

Page 190: ALBAÑILERIA CONFINADA

1 37.50 45.00

ESTRIBOS COLUMNA INTERMEDIAAv

Usando: 1/4 0.64 cm

5.87 cm 14.22 cm

10.00 cm3.75 cm

NIVEL

3 20.50 45.002 20.50 45.001 20.50 45.00

DISEÑO DE VIGAS SOLERAS

0.9b h

A v solera= 13 15 195 cm2

NIVEL Ts As

3 9.57 2.53 2 0.8125 OK2 9.94 2.63 2 0.8125 OK1 8.09 2.14 2 0.8125 OK

f Area 1 er Nivel 2 er Nivel 3 er Nivel

3/8 0.71 4 4 4 2.84 2.84 2.84 1/2 1.27 0.00 0.00 0.00 5/8 1.98 0.00 0.00 0.00 3/4 2.85 0.00 0.00 0.001 5.07 0.00 0.00 0.00

2.84 2.84 2.84OK OK OK

f 1/4 : 1 @ 0,05; 5 @ 0,075; r @ 0,20

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

f

Amin (4 f 8mm

0,1*fc*Acs/fy

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Varillas 1º

Varillas 2º

Varillas 3º

L

LmVmTs 2

*yy

ss f

Acscf

f

TA

**1,0

*

f

)1/(***3.0

*1

AnAccftn

FyAvS

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

Page 191: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

Page 192: ALBAÑILERIA CONFINADA
Page 193: ALBAÑILERIA CONFINADA

Para pisos superiores:

tntntn

hVmMuiM **2

1

Ve

VmMeMui *

L

MuF

Page 194: ALBAÑILERIA CONFINADA

Nº Varillas f As As total 3/8 0.71 4.28 OK

4 1/2 1.27 6.49 OK4 1/2 1.27 6.49 OK

Nº Varillas f As As total 3/8 0.71 2.85 OK 1/2 1.27 2.85 OK 5/8 1.98 4.28 OK

Nº Varillas f As As total0 3/8 0.71 2.85 OK4 1/2 1.27 5.07 OK4 1/2 1.27 5.07 OK

Para columnas confinadas por muros transversales

d + rec L = t = A col19 30.00 13.00 390.0029 30.00 13.00 390.0027 30.00 13.00 390.00

Page 195: ALBAÑILERIA CONFINADA

Ac An0,1*fc*Acs/fy

325.00 189 1.35 OK325.00 189 1.35 OK325.00 189 1.35 OK

Ac An0,1*fc*Acs/fy

195.00 99 0.81 OK195.00 99 0.81 OK195.00 99 0.81 OK

Ac An0,1*fc*Acs/fy

390.00 234.00 1.62 OK390.00 234.00 1.62 OK390.00 234.00 1.62 OK

Page 196: ALBAÑILERIA CONFINADA

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Page 197: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

DATOS 11.70 0.15

f 'm 650 tn/m2 2.4v 'm 81 tn/m2f`c = 0.175 tn/cm2 8.15 0.15fy = 4.2 tn/cm2

Pe Cº = 0.36 tn/m2 2.4Pe Alb = 1.8 tn/m3N colum 5.00 3.95 0.15

X

L = 10.43 mL m 5.22 mt = 0.13 m 2.4

METRADO DE CARGA DEL MURO

Muro en XNIVEL Pcm Pcv Pm (Tn) Pg (tn) NIVEL Fi M

3 12.60 1.58 14.19 13.00 tn V3 11.70 29.242 25.21 5.54 30.74 26.59 tn V2 8.15 78.861 37.81 9.49 47.30 40.18 tn V1 3.95 138.34

1.- ESFUERZO MAXIMO

NIVEL mσ < Adm.σ < max.σ3 10.47 < 93.83 < 97.5 OK2 22.69 < 93.83 < 97.5 OK1 34.90 < 93.83 < 97.5 OK

2.- CONTROL DE AGRIETAMIENTO

Entonces :NIVEL 1/3 < a < 1 a

3 0.33 < 4.17 < 1.00 4.17 12 0.33 < 2.62 < 1.00 2.62 1.001 0.33 < 1.79 < 1.00 1.79 1.00

mft

hmf

L

Pmm

t

'*15.0*35

1*'*2.02

VmVe *55,0PgLtvmVm *23,0*****5,0 a

1*

3

1

Me

LVea

Page 198: ALBAÑILERIA CONFINADA

NIVEL Ve < Vm 0,55*Vm3 11.70 < 57.88 31.83 No necesita refuerzo horizontal2 19.85 < 61.00 33.55 No necesita refuerzo horizontal1 23.79 < 64.13 35.27 No necesita refuerzo horizontal

h de ladrillo = 8 cm

81.58

1.5 S = 19 cm8

1.58

NIVEL r >

3 0.0013 > 0.001 OK

2 0.0026 > 0.001 OK

1 0.0026 > 0.001 OK

NIVEL Ash A cm2 3 1 0.32 cm2 1 0.32 cm1 1 0.32 cm

Hallando la Resistencia al corte

donde :

fs = 2.1 tn/cm2

NIVEL Ve < V`m 0,55*V`m NIVEL V`m 3 11.70 < 94.75 52.11 Ok 3 57.882 19.85 < 97.88 53.83 Ok 2 61.001 23.79 < 101.00 55.55 Ok 1 64.13

3.- FACTOR DE AMPLIFICACION

Donde :

2 < 2.70 < 3 2.70 2.70

NIVEL Vui Mui3 31.53 78.822 21.96 212.561 10.64 372.88

r minr minr minr min

f 1/4f 1/4f 1/4

1

1

eeui V

VmVV

1

1

eeui V

VmMM

fsAshVdVmmV *S2

fyfs

321

1 Ve

Vm

Page 199: ALBAÑILERIA CONFINADA

4.- DISEÑO DE CONFINAMIENTO

FUERZA CORTANTE

Columna InteriorNIVEL Vc NIVEL Vc

3 7.25 ton 3 4.83 ton2 7.64 ton 2 5.09 ton1 8.03 ton 1 5.35 ton

TRACCION

Donde B = o

B = 0.78 m entonces : B = 0.780 m

COLUMNA C - 1NIVEL Pd Pt Pc M F T

3 0.93 8.03 144.69 13.88 5.85 tn2 1.20 16.58 242.40 23.25 6.68 tn1 1.20 24.86 295.92 28.39 3.53 tn

COLUMNA INTERIOR 1

NIVEL Pd Pt Pc T3 2.19 9.29 4.04 tn2 2.82 18.20 -4.15 tn1 2.82 26.48 -11.71 tn

COLUMNA INTERIOR 2

NIVEL Pd Pt Pc T3 1.95 9.04 4.28 tn2 2.47 17.84 -3.80 tn1 2.47 26.12 -11.36 tn

COLUMNA INTERIOR 3

NIVEL Pd Pt Pc T3 3.14 10.23 3.09 tn2 3.99 19.37 -5.32 tn1 3.99 27.65 -12.88 tn

COLUMNA C - 2

PtPmPcdPc 2

1

1*

**5,1

NcL

LVmVc

PcFT

L

BPmPt

*

Lt*41 t*6

L

MF

Page 200: ALBAÑILERIA CONFINADA

NIVEL Pd Pt Pc M F T3 2.70 9.79 144.69 13.88 4.09 tn2 3.38 18.75 242.40 23.25 4.50 tn1 3.38 27.03 295.92 28.39 1.36 tn

COMPRESION Columnas Extremas Columnas Internas

COLUMNA C - 1 COLUMNA C - 2NIVEL C NIVEL C

3 21.90 tn 3 23.67 tn2 39.83 tn 2 42.00 tn1 53.24 tn 1 55.42 tn

COLUMNA INTERIOR 1 COLUMNA INTERIOR 2NIVEL C NIVEL C

3 2.62 tn 3 2.38 tn2 11.17 tn 2 11.18 tn1 19.09 tn 1 19.46 tn

Determinacion del refuerzo vertical

0.85

0.8 Para juntas sin tratamiento 1 Para juntas en que se haya eliminado la lechada

COLUMNA C - 1NIVEL Ast Asf As Nº Varillas f As

3 1.64 cm2 6 3/8 0.712 1.87 cm2 6 3/8 0.711 0.99 2.25 3.24 cm2 6 3/8 0.71

COLUMNA INTERIOR 1NIVEL Ast Asf As Nº Varillas f As

3 1.13 cm2 4 3/8 0.712 -1.16 cm2 4 3/8 0.711 -3.28 1.50 1.50 cm2 4 3/8 0.71

COLUMNA INTERIOR 2NIVEL Ast Asf As Nº Varillas f As

3 1.20 cm2 4 3/8 0.712 -1.06 cm2 4 3/8 0.711 -3.18 1.50 1.50 cm2 4 3/8 0.71

f

f*yst f

TA

f**ysf

f

VcA

ystsfs f

AccfAAA

**1,0

FPcC L

hVmPcC

*2

*

Page 201: ALBAÑILERIA CONFINADA

COLUMNA INTERIOR 3NIVEL Ast Asf As Nº Varillas f As

3 0.87 cm2 4 3/8 0.712 -1.49 cm2 4 3/8 0.711 -3.61 1.50 1.50 cm2 4 3/8 0.71

COLUMNA C - 2NIVEL Ast Asf As Nº Varillas f As

3 1.15 cm2 6 3/8 0.712 1.26 cm2 6 3/8 0.711 0.38 2.25 2.63 cm2 6 3/8 0.71

Area Neta del diseño a compresion

0.7 o 0.75 Según se utilice estribos cerrados o zunchos d 0.8 Para columnas sin muros transversales d 1 Para columnas confinadas por muros transversales

rec= 216 20

rec= 2L

COLUMNA C - 1 COLUMNA C - 2NIVEL An d + rec L = t = A col NIVEL An

3 206.72 17 40.00 20.00 800.00 3 244.852 414.01 30 40.00 20.00 800.00 2 460.971 528.14 37 40.00 20.00 800.00 1 575.10

COLUMNA INTERIOR 1 COLUMNA INTERIOR 2NIVEL An d + rec L = t = A col NIVEL An

3 -7.29 4 15.00 20.00 300.00 3 -12.502 174.02 15 15.00 20.00 300.00 2 170.661 177.80 15 15.00 20.00 300.00 1 182.17

COLUMNA INTERIOR 3NIVEL An d + rec L = t = A col

3 13.13 5 20.00 20.00 400.002 203.64 17 20.00 20.00 400.001 200.49 17 20.00 20.00 400.00

DISEÑO POR CORTE POR FRICCION

f

)(15**2.0

2cmtAccf

VcAcf

f

c

ys

n f

fAC

AsA

**85,0

*

df

C267
user: considerar el As calculado o recalculado
D267
user: considerar el signo - en An
C274
user:
Page 202: ALBAÑILERIA CONFINADA

0.85

COLUMNA C - 1

NIVEL Acf > Acf > 15t h L t 3 243.53 > 800.00 > 300 40 40.00 20.002 256.69 > 800.00 > 300 40 40.00 20.001 269.84 > 800.00 > 300 40 40.00 20.00

COLUMNA INTERMEDIA 1

NIVEL Acf > Acf > 15t h L t 3 162.36 > 300.00 > 300 15 15.00 20.002 171.12 > 300.00 > 300 15 15.00 20.001 179.89 > 300.00 > 300 15 15.00 20.00

COLUMNA INTERMEDIA 2

NIVEL Acf > Acf > 15t h L t 3 162.36 > 300.00 > 300 15.00 15.00 20.002 171.12 > 300.00 > 300 15.00 15.00 20.001 179.89 > 300.00 > 300 15.00 15.00 20.00

COLUMNA INTERMEDIA 3

NIVEL Acf > Acf > 15t h L t 3 162.36 > 400.00 > 300 20.00 20.00 20.002 171.12 > 400.00 > 300 20.00 20.00 20.001 179.89 > 400.00 > 300 20.00 20.00 20.00

COLUMNA C - 2

NIVEL Acf > Acf > 15t h L t 3 243.53 > 800.00 > 300 40.00 40.00 20.002 256.69 > 800.00 > 300 40.00 40.00 20.001 269.84 > 800.00 > 300 40.00 40.00 20.00

ESTRIBOS COLUMNA C - 1Av

Usando: 1/4 0.64 cm

8.23 cm 8.00 cm

f

S1 = S2 =

)1/(***3.0

*1

AnAccftn

FyAvS

)(15**2.0

2cmtAccf

VcAcf

f

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

Page 203: ALBAÑILERIA CONFINADA

10.00 cm10.00 cm

NIVEL

3 60.00 60.002 60.00 60.001 60.00 60.00

ESTRIBOS COLUMNA INTERMEDIAAv

Usando: 1/4 0.64 cm

4.54 cm 8.00 cm

10.00 cm5.00 cm

NIVEL

3 20.50 45.002 20.50 45.001 20.50 45.00

DISEÑO DE VIGAS SOLERAS

0.9b h

A v solera= 13 15 195 cm2

NIVEL Ts As

3 14.49 3.83 2 0.8125 OK2 15.27 4.04 2 0.8125 OK1 16.06 4.25 2 0.8125 OK

f Area 1 er Nivel 2 er Nivel 3 er Nivel

3/8 0.71 6 6 6 4.26 4.26 4.26 1/2 1.27 0.00 0.00 0.00 5/8 1.98 0.00 0.00 0.00

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 1 @ 0,05; 7@ 0,075; r @ 0,20f 1/4 : 1 @ 0,05; 7@ 0,075; r @ 0,20f 1/4 : 1 @ 0,05; 7@ 0,075; r @ 0,20

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 1 @ 0,05; 4@ 0,10 r @ 0,20f 1/4 : 1 @ 0,05; 4@ 0,10; r @ 0,20f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,20

f

Amin (4 f 8mm

0,1*fc*Acs/fy

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Varillas 1º

Varillas 2º

Varillas 3º

cmd

S 543

cmS 104

L

LmVmTs 2

*yy

ss f

Acscf

f

TA

**1,0

*

f

)1/(***3.0

*1

AnAccftn

FyAvS

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

Page 204: ALBAÑILERIA CONFINADA

3/4 2.85 0.00 0.00 0.001 5.07 0.00 0.00 0.00

4.26 4.26 4.26OK OK OK

Page 205: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

Page 206: ALBAÑILERIA CONFINADA
Page 207: ALBAÑILERIA CONFINADA

Para pisos superiores:

hVmMuiM **2

1

Ve

VmMeMui *

L

MuF

Page 208: ALBAÑILERIA CONFINADA

COLUMNA INTERIOR 3NIVEL C

3 3.57 tn2 12.70 tn1 20.98 tn

Nº Varillas f As As total 3/8 0.71 4.28 OK 1/2 1.27 4.28 OK 1/2 1.27 4.28 OK

Nº Varillas f As As total 3/8 0.71 2.85 OK 1/2 1.27 2.85 OK 1/2 1.27 2.85 OK

Nº Varillas f As As total 3/8 0.71 2.85 OK 1/2 1.27 2.85 OK 1/2 1.27 2.85 OK

Page 209: ALBAÑILERIA CONFINADA

Nº Varillas f As As total 3/8 0.71 2.85 OK 1/2 1.27 2.85 OK 1/2 1.27 2.85 OK

Nº Varillas f As As total 3/8 0.71 4.28 OK 1/2 1.27 4.28 OK 5/8 1.98 4.28 OK

Para columnas confinadas por muros transversales

d + rec L = t = A col19 40.00 20.00 800.0033 40.00 20.00 800.0040 40.00 20.00 800.00

COLUMNA INTERIOR 2d + rec L = t = A col

3 15.00 20.00 300.0015 15.00 20.00 300.0015 15.00 20.00 300.00

Page 210: ALBAÑILERIA CONFINADA

Ac An0,1*fc*Acs/fy

800.00 576 3.33 OK800.00 576 3.33 OK800.00 576 3.33 OK

Ac An0,1*fc*Acs/fy

300.00 176 1.25 OK300.00 176 1.25 OK300.00 176 1.25 OK

Ac An0,1*fc*Acs/fy

300.00 176 1.25 OK300.00 176 1.25 OK300.00 176 1.25 OK

Ac An0,1*fc*Acs/fy

400.00 256 1.67 OK400.00 256 1.67 OK400.00 256 1.67 OK

Ac An0,1*fc*Acs/fy

800.00 576.00 3.33 OK800.00 576.00 3.33 OK800.00 576.00 3.33 OK

Page 211: ALBAÑILERIA CONFINADA

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Page 212: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

DATOS 1.90 0.15

f 'm 650 tn/m2 2.5v 'm 81 tn/m2f`c = 0.175 tn/cm2 1.32 0.15fy = 4.2 tn/cm2

Pe Cº = 0.36 tn/m2 2.5Pe Alb = 1.8 tn/m3N colum 3.00 0.66 0.15

X

L = 2.50 mL m 1.5 mt = 0.13 m 2.5

METRADO DE CARGA DEL MURO

Muro en XNIVEL Pcm Pcv Pm (Tn) Pg (tn) NIVEL Fi M

3 2.24 0.18 2.42 2.28 tn V3 1.90 4.752 4.47 0.64 5.12 4.64 tn V2 1.32 12.781 6.71 1.10 7.82 6.99 tn V1 0.66 22.47

1.- ESFUERZO MAXIMO

NIVEL mσ < Adm.σ < max.σ3 7.45 < 90.75 < 97.5 OK2 15.75 < 90.75 < 97.5 OK1 24.05 < 90.75 < 97.5 OK

2.- CONTROL DE AGRIETAMIENTO

Entonces :NIVEL 1/3 < a < 1 a

3 0.33 < 1.00 < 1.00 1.00 1.002 0.33 < 0.63 < 1.00 0.63 0.631 0.33 < 0.43 < 1.00 0.43 0.43

mft

hmf

L

Pmm

t

'*15.0*35

1*'*2.02

VmVe *55,0PgLtvmVm *23,0*****5,0 a

1*

3

1

Me

LVea

Page 213: ALBAÑILERIA CONFINADA

NIVEL Ve < Vm 0,55*Vm3 1.90 < 13.69 7.53 No necesita refuerzo horizontal2 3.22 < 9.34 5.14 No necesita refuerzo horizontal1 3.87 < 7.28 4.00 No necesita refuerzo horizontal

h de ladrillo = 8 cm

81.58

1.5 S = 19 cm8

1.58

NIVEL r >

3 0.0013 > 0.001 OK

2 0.0026 > 0.001 OK

1 0.0026 > 0.001 OK

NIVEL Ash A cm2 3 1 0.32 cm2 1 0.32 cm1 1 0.32 cm

Hallando la Resistencia al corte

donde :

fs = 2.1 tn/cm2

NIVEL Ve < V`m 0,55*V`m NIVEL V`m 3 1.90 < 22.53 12.39 Ok 3 13.692 3.22 < 18.18 10.00 Ok 2 9.341 3.87 < 16.12 8.87 Ok 1 7.28

3.- FACTOR DE AMPLIFICACION

Donde :

2 < 1.88 < 3 2.00 2.00

NIVEL Vui Mui3 3.80 9.492 2.63 25.571 1.32 44.93

r minr minr minr min

f 1/4f 1/4f 1/4

1

1

eeui V

VmVV

1

1

eeui V

VmMM

fsAshVdVmmV *S2

fyfs

321

1 Ve

Vm

Page 214: ALBAÑILERIA CONFINADA

4.- DISEÑO DE CONFINAMIENTO

FUERZA CORTANTE

Columna InteriorNIVEL Vc NIVEL Vc

3 3.08 ton 3 2.05 ton2 2.10 ton 2 1.40 ton1 1.64 ton 1 1.09 ton

TRACCION

Donde B = o

B = 0.78 m entonces : B = 0.780 m

COLUMNA C - 1NIVEL Pd Pt Pc M F T

3 1.27 2.48 34.22 13.69 11.21 tn2 1.58 4.14 37.15 14.86 10.72 tn1 1.58 5.49 35.83 14.33 8.84 tn

COLUMNA INTERIOR

NIVEL Pd Pt Pc T3 0.53 1.74 11.95 tn2 0.66 3.22 6.13 tn1 0.66 4.56 2.72 tn

COLUMNA C - 2

NIVEL Pd Pt Pc M F T3 0.41 2.49 4.12 34.22 13.69 9.57 tn2 0.51 2.49 5.57 37.15 14.86 9.29 tn1 0.51 2.49 6.92 35.83 14.33 7.42 tn

COMPRESION

COLUMNA C - 1 COLUMNA INTERIOR COLUMNA C - 2NIVEL C NIVEL C NIVEL C

3 16.16 tn 3 -5.11 tn 3 17.802 19.00 tn 2 -1.46 tn 2 20.431 19.83 tn 1 0.92 tn 1 21.25

Determinacion del refuerzo vertical

PtPmPcdPc 2

1

1*

**5,1

NcL

LVmVc

PcFT

L

BPmPt

*

f*yst f

TA

f**ysf

f

VcA

Lt*41 t*6

L

MF

FPcT

Page 215: ALBAÑILERIA CONFINADA

0.85

0.8 Para juntas sin tratamiento 1 Para juntas en que se haya eliminado la lechada

COLUMNA C - 1NIVEL Ast Asf As Nº Varillas f As

3 3.14 cm2 6 3/8 0.712 3.00 cm2 6 3/8 0.711 2.48 0.46 2.94 cm2 6 3/8 0.71

COLUMNA INTERIORNIVEL Ast Asf As Nº Varillas f As

3 3.35 cm2 6 3/8 0.712 1.72 cm2 6 3/8 0.711 0.76 0.31 1.07 cm2 6 3/8 0.71

COLUMNA C - 2NIVEL Ast Asf As Nº Varillas f As

3 2.68 cm2 4 3/8 0.712 2.60 cm2 4 3/8 0.711 2.08 0.46 2.54 cm2 4 3/8 0.71

Area Neta del diseño a compresion

0.7 o 0.75 Según se utilice estribos cerrados o zunchos d 0.8 Para columnas sin muros transversales d 1 Para columnas confinadas por muros transversales

rec= 29 13

rec= 2L

COLUMNA C - 1 COLUMNA C - 2NIVEL An d + rec L = t = A col NIVEL An

3 86.37 14 20.00 13.00 260.00 3 97.972 125.18 18 20.00 13.00 260.00 2 125.281 137.33 19 20.00 13.00 260.00 1 134.99

COLUMNA INTERIORNIVEL An d + rec L = t = A col

3 -176.07 -15.56 15.00 13.00 195.00

f

f

f*yst f

TA

f**ysf

f

VcA

ystsfs f

AccfAAA

**1,0

c

ys

n f

fAC

AsA

**85,0

*

df

Page 216: ALBAÑILERIA CONFINADA

2 -76.33 -4.48 15.00 13.00 195.001 -25.50 1.17 15.00 13.00 195.00

DISEÑO POR CORTE POR FRICCION

0.85

COLUMNA C - 1

NIVEL Acf > Acf > 15t h L t 3 103.52 > 260.00 > 195 20.00 20.00 13.002 70.65 > 260.00 > 195 20.00 20.00 13.001 55.06 > 260.00 > 195 20.00 20.00 13.00

COLUMNA INTERMEDIA

NIVEL Acf > Acf > 15t h L t 3 69.01 > 195.00 > 195 15.00 15.00 13.002 47.10 > 195.00 > 195 15.00 15.00 13.001 36.71 > 195.00 > 195 15.00 15.00 13.00

COLUMNA C - 2

NIVEL Acf > Acf > 15t h L t 3 103.52 > 260.00 > 195 20.00 20.00 13.002 70.65 > 260.00 > 195 20.00 20.00 13.001 55.06 > 260.00 > 195 20.00 20.00 13.00

ESTRIBOS COLUMNA C - 1Av

Usando: 1/4 0.64 cm

7.06 cm 14.22 cm

10.00 cm5.00 cm

NIVEL

3 30.00 45.002 28.00 45.00

f

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4@ 0,10 r @ 0,25

)1/(***3.0

*1

AnAccftn

FyAvS

)(15**2.0

2cmtAccf

VcAcf

f

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

Page 217: ALBAÑILERIA CONFINADA

1 30.00 45.00

ESTRIBOS COLUMNA INTERMEDIAAv

Usando: 1/4 0.64 cm

5.87 cm 14.22 cm

10.00 cm3.75 cm

NIVEL

3 20.50 45.002 20.50 45.001 20.50 45.00

DISEÑO DE VIGAS SOLERAS

0.9b h

A v solera= 15 15 225 cm2

NIVEL Ts As

3 4.11 1.09 2 0.9375 OK2 2.80 0.74 2 0.9375 OK1 2.18 0.58 2 0.9375 OK

f Area 1 er Nivel 2 er Nivel 3 er Nivel

3/8 0.71 4 4 4 2.84 2.84 2.84 1/2 1.27 0.00 0.00 0.00 5/8 1.98 0.00 0.00 0.00 3/4 2.85 0.00 0.00 0.001 5.07 0.00 0.00 0.00

2.84 2.84 2.84OK OK OK

f 1/4 : 1 @ 0,05; 4 @ 0,10 ; r @ 0,25

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

f

Amin (4 f 8mm

0,1*fc*Acs/fy

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Varillas 1º

Varillas 2º

Varillas 3º

L

LmVmTs 2

*yy

ss f

Acscf

f

TA

**1,0

*

f

)1/(***3.0

*1

AnAccftn

FyAvS

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

Page 218: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

Page 219: ALBAÑILERIA CONFINADA
Page 220: ALBAÑILERIA CONFINADA

Para pisos superiores:

tntntn

hVmMuiM **2

1

Ve

VmMeMui *

L

MuF

Page 221: ALBAÑILERIA CONFINADA

Nº Varillas f As As total 3/8 0.71 4.28 OK 1/2 1.27 4.28 OK 1/2 1.27 4.28 OK

Nº Varillas f As As total 3/8 0.71 4.28 OK 1/2 1.27 4.28 OK 1/2 1.27 4.28 OK

Nº Varillas f As As total 1/2 1.27 2.85 OK 1/2 1.27 2.85 OK 1/2 1.27 2.85 OK

Para columnas confinadas por muros transversales

d + rec L = t = A col15 20.00 13.00 260.0018 20.00 13.00 260.0019 20.00 13.00 260.00

Page 222: ALBAÑILERIA CONFINADA

Ac An0,1*fc*Acs/fy

260.00 144 1.08 OK260.00 144 1.08 OK260.00 144 1.08 OK

Ac An0,1*fc*Acs/fy

195.00 99 0.81 OK195.00 99 0.81 OK195.00 99 0.81 OK

Ac An0,1*fc*Acs/fy

260.00 144.00 1.08 OK260.00 144.00 1.08 OK260.00 144.00 1.08 OK

Page 223: ALBAÑILERIA CONFINADA

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Page 224: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

DATOS 4.02 0.15

f 'm 650 tn/m2 2.4v 'm 81 tn/m2f`c = 0.175 tn/cm2 2.89 0.15fy = 4.2 tn/cm2

Pe Cº = 0.36 tn/m2 2.4Pe Alb = 1.8 tn/m3N colum 2.00 1.25 0.15

XL = 4.25 mL m 4.25 mt = 0.13 m 2.4

NIVEL Fi MV3 4.02 10.04V2 2.89 27.31V1 1.25 47.70

METRADO DE CARGA DEL MURO

Muro en XNIVEL Pcm Pcv Pm (Tn) Pg (tn)

3 4.30 0.45 4.75 4.41 tn2 8.60 1.58 10.17 8.99 tn1 12.89 2.70 15.59 13.57 tn

1.- ESFUERZO MAXIMO

NIVEL mσ < Adm.σ < max.σ3 8.59 < 93.83 < 97.5 OK2 18.41 < 93.83 < 97.5 OK1 28.22 < 93.83 < 97.5 OK

2.- CONTROL DE AGRIETAMIENTO

Entonces :NIVEL 1/3 < a < 1 a

3 0.33 < 1.70 < 1.00 1.70 1

mft

hmf

L

Pmm

t

'*15.0*35

1*'*2.02

VmVe *55,0PgLtvmVm *23,0*****5,0 a

1*

3

1

Me

LVea

Page 225: ALBAÑILERIA CONFINADA

2 0.33 < 1.07 < 1.00 1.07 1.001 0.33 < 0.73 < 1.00 0.73 0.73

NIVEL Ve < Vm 0,55*Vm3 4.02 < 23.39 12.86 No necesita refuerzo horizontal2 6.91 < 24.44 13.44 No necesita refuerzo horizontal1 8.15 < 19.38 10.66 No necesita refuerzo horizontal

h de ladrillo = 8 cm

81.58

1.5 S = 19 cm8

1.58

NIVEL r >

3 0.0013 > 0.001 OK

2 0.0026 > 0.001 OK

1 0.0026 > 0.001 OK

NIVEL Ash A cm2 3 1 0.32 cm2 1 0.32 cm1 1 0.32 cm

Hallando la Resistencia al corte

donde :

fs = 2.1 tn/cm2

NIVEL Ve < V`m 0,55*V`m NIVEL V`m 3 4.02 < 38.42 21.13 Ok 3 23.392 6.91 < 39.48 21.71 Ok 2 24.441 8.15 < 34.41 18.93 Ok 1 19.38

3.- FACTOR DE AMPLIFICACION

Donde :

2 < 2.38 < 3 2.38 2.38

NIVEL Vui Mui3 9.55 23.872 16.42 64.911 19.38 113.35

r minr minr minr min

f 1/4f 1/4f 1/4

1

1

eeui V

VmVV

1

1

eeui V

VmMM

fsAshVdVmmV *S2

fyfs

321

1 Ve

Vm

Page 226: ALBAÑILERIA CONFINADA

4.- DISEÑO DE CONFINAMIENTO

FUERZA CORTANTE

NIVEL Vc 3 11.70 ton2 12.22 ton1 9.69 ton

TRACCION

Donde B = o

COLUMNA C - 1NIVEL Pd Pt Pc M F T

3 0.46 2.83 58.48 13.76 10.93 tn2 0.56 5.64 96.65 22.74 17.10 tn1 0.56 8.36 90.10 21.20 12.84 tn

COLUMNA C - 2

NIVEL Pd Pt Pc M F T3 2.46 4.84 58.48 13.76 8.92 tn2 2.46 7.55 96.65 22.74 15.19 tn1 2.46 10.26 90.10 21.20 10.94 tn

COMPRESION

COLUMNA C - 1 COLUMNA C - 2NIVEL C NIVEL C

3 16.59 tn 3 18.59 tn2 28.39 tn 2 30.29 tn1 29.56 tn 1 31.46 tn

Determinacion del refuerzo vertical

0.85f

PtPmPcdPc 2

1

1*

**5,1

NcL

LVmVc

PcFT

L

BPmPt

*

f*yst f

TA

f**ysf

f

VcA

ystsfs f

AccfAAA

**1,0

Lt*41 t*6

L

MF

FPcT

Page 227: ALBAÑILERIA CONFINADA

0.8 Para juntas sin tratamiento 1 Para juntas en que se haya eliminado la lechada

COLUMNA C - 1NIVEL Ast Asf As Nº Varillas f As

3 3.06 cm2 6 3/8 0.712 4.79 cm2 3/8 0.711 3.60 2.71 6.31 cm2 2 3/8 0.71

COLUMNA C - 2NIVEL Ast Asf As Nº Varillas f As

3 2.50 cm2 4 3/8 0.712 4.26 cm2 3/8 0.711 3.06 2.71 5.78 cm2 2 3/8 0.71

Area Neta del diseño a compresion

0.7 o 0.75 Según se utilice estribos cerrados o zunchos d 0.8 Para columnas sin muros transversales d 1 Para columnas confinadas por muros transversales

rec= 29 13

rec= 2L

COLUMNA C - 1 COLUMNA C - 2NIVEL An d + rec L = t = A col NIVEL An

3 94.24 14 25.00 13.00 325.00 3 137.512 176.53 24 25.00 13.00 325.00 2 217.641 138.35 19 25.00 13.00 325.00 1 179.47

DISEÑO POR CORTE POR FRICCION

0.85

COLUMNA C - 1

NIVEL Acf > Acf > 15t h L t 3 393.12 > 393.12 > 195 30 35.00 13.002 410.82 > 410.82 > 195 32 35.00 13.001 325.68 > 325.68 > 195 25 35.00 13.00

COLUMNA C - 1

f

f

)(15**2.0

2cmtAccf

VcAcf

f

c

ys

n f

fAC

AsA

**85,0

*

df

Page 228: ALBAÑILERIA CONFINADA

NIVEL Acf > Acf > 15t h L t 3 393.12 > 393.12 > 195 30 35.00 13.002 410.82 > 410.82 > 195 32 35.00 13.001 325.68 > 390.00 > 195 30 35.00 13.00

ESTRIBOS Av

Usando: 1/4 0.64 cm

9.02 cm 14.22 cm

10.00 cm8.75 cm

NIVEL

3 50.50 55.002 50.50 55.001 50.50 55.00

DISEÑO DE VIGAS SOLERAS

0.9b h

A v solera= 13 15 195 cm2

NIVEL Ts As

3 11.70 3.09 0.8125 OK2 12.22 3.23 0.8125 OK1 9.69 2.56 0.8125 OK

f Area 1 er Nivel 2 er Nivel 3 er Nivel

3/8 0.71 6 6 6 4.26 4.26 4.26 1/2 1.27 0.00 0.00 0.00 5/8 1.98 0.00 0.00 0.00 3/4 2.85 0.00 0.00 0.001 5.07 0.00 0.00 0.00

4.26 4.26 4.26OK OK OK

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 1 @ 0,05; 7 @ 0,075 r @ 0,20f 1/4 : 1 @ 0,05; 7 @ 0,075; r @ 0,20f 1/4 : 1 @ 0,05; 7 @ 0,075; r @ 0,20

f

0,1*fc*Acs/fy

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Varillas 1º

Varillas 2º

Varillas 3º

)1/(***3.0

*1

AnAccftn

FyAvS

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

L

LmVmTs 2

*yy

ss f

Acscf

f

TA

**1,0

*

f

Page 229: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

Page 230: ALBAÑILERIA CONFINADA
Page 231: ALBAÑILERIA CONFINADA

Para pisos superiores:

hVmMuiM **2

1

Ve

VmMeMui *

L

MuF

Page 232: ALBAÑILERIA CONFINADA

Nº Varillas f As As total 1/2 1.27 4.28 OK

4 1/2 1.27 5.07 OK4 1/2 1.27 6.49 OK

Nº Varillas f As As total 1/2 1.27 2.85 OK

4 1/2 1.27 5.07 OK4 1/2 1.27 6.49 OK

Para columnas confinadas por muros transversales

d + rec L = t = A col19 30.00 13.00 390.0028 30.00 13.00 390.0024 30.00 13.00 390.00

Ac An0,1*fc*Acs/fy

455.00 279 1.90 OK455.00 279 1.90 OK455.00 279 1.90 OK

Page 233: ALBAÑILERIA CONFINADA

Ac An0,1*fc*Acs/fy

455.00 279 1.90 OK455.00 279 1.90 OK455.00 279 1.90 OK

1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Page 234: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

DATOS 1.21 0.15

f 'm 650 tn/m2 2.4v 'm 81 tn/m2f`c = 0.175 tn/cm2 0.86 0.15fy = 4.2 tn/cm2

Pe Cº = 0.36 tn/m2 2.4Pe Alb = 1.8 tn/m3N colum 2.00 0.39 0.15

XL = 2.00 mL m 2.00 mt = 0.13 m 2.4

NIVEL Fi MV3 1.21 3.04V2 0.86 8.24V1 0.39 14.40

METRADO DE CARGA DEL MURO

Muro en XNIVEL Pcm Pcv Pm (Tn) Pg (tn)

3 1.80 0.15 1.95 1.83 tn2 3.59 0.52 4.11 3.72 tn1 5.39 0.89 6.28 5.61 tn

1.- ESFUERZO MAXIMO

NIVEL mσ < Adm.σ < max.σ3 7.48 < 93.83 < 97.5 OK2 15.82 < 93.83 < 97.5 OK1 24.17 < 93.83 < 97.5 OK

2.- CONTROL DE AGRIETAMIENTO

Entonces :NIVEL 1/3 < a < 1 a

3 0.33 < 0.80 < 1.00 0.80 0.8

mft

hmf

L

Pmm

t

'*15.0*35

1*'*2.02

VmVe *55,0PgLtvmVm *23,0*****5,0 a

1*

3

1

Me

LVea

Page 235: ALBAÑILERIA CONFINADA

2 0.33 < 0.51 < 1.00 0.51 0.511 0.33 < 0.34 < 1.00 0.34 0.34

NIVEL Ve < Vm 0,55*Vm3 1.21 < 8.85 4.87 No necesita refuerzo horizontal2 2.08 < 6.17 3.40 No necesita refuerzo horizontal1 2.47 < 4.90 2.69 No necesita refuerzo horizontal

h de ladrillo = 8 cm

81.58

1.5 S = 19 cm8

1.58

NIVEL r >

3 0.0013 > 0.001 OK

2 0.0026 > 0.001 OK

1 0.0026 > 0.001 OK

NIVEL Ash A cm2 3 1 0.32 cm2 1 0.32 cm1 1 0.32 cm

Hallando la Resistencia al corte

donde :

fs = 2.1 tn/cm2

NIVEL Ve < V`m 0,55*V`m NIVEL V`m 3 1.21 < 15.92 8.76 Ok 3 8.852 2.08 < 13.25 7.29 Ok 2 6.171 2.47 < 11.97 6.58 Ok 1 4.90

3.- FACTOR DE AMPLIFICACION

Donde :

2 < 1.99 < 3 2.00 2.00

NIVEL Vui Mui3 2.43 6.072 4.16 16.471 4.93 28.80

r minr minr minr min

f 1/4f 1/4f 1/4

1

1

eeui V

VmVV

1

1

eeui V

VmMM

fsAshVdVmmV *S2

fyfs

321

1 Ve

Vm

Page 236: ALBAÑILERIA CONFINADA

4.- DISEÑO DE CONFINAMIENTO

FUERZA CORTANTE

NIVEL Vc 3 4.42 ton2 3.09 ton1 2.45 ton

TRACCION

Donde B = o

COLUMNA C - 1NIVEL Pd Pt Pc M F T

3 0.13 1.10 22.11 11.06 9.95 tn2 0.16 2.22 24.45 12.23 10.01 tn1 0.16 3.30 22.93 11.46 8.16 tn

COLUMNA C - 2

NIVEL Pd Pt Pc M F T3 1.26 2.23 22.11 11.06 8.82 tn2 1.54 3.59 24.45 12.23 8.63 tn1 1.54 4.68 22.93 11.46 6.78 tn

COMPRESION

COLUMNA C - 1 COLUMNA C - 2NIVEL C NIVEL C

3 12.16 tn 3 13.29 tn2 14.44 tn 2 15.82 tn1 14.77 tn 1 16.14 tn

Determinacion del refuerzo vertical

0.85f

PtPmPcdPc 2

1

1*

**5,1

NcL

LVmVc

PcFT

L

BPmPt

*

f*yst f

TA

f**ysf

f

VcA

ystsfs f

AccfAAA

**1,0

Lt*41 t*6

L

MF

FPcT

Page 237: ALBAÑILERIA CONFINADA

0.8 Para juntas sin tratamiento 1 Para juntas en que se haya eliminado la lechada

COLUMNA C - 1NIVEL Ast Asf As Nº Varillas f As

3 2.79 cm2 4 3/8 0.712 2.80 cm2 4 3/8 0.711 2.29 0.69 2.97 cm2 6 3/8 0.71

COLUMNA C - 2NIVEL Ast Asf As Nº Varillas f As

3 2.47 cm2 4 3/8 0.712 2.42 cm2 4 3/8 0.711 1.90 0.69 2.59 cm2 4 3/8 0.71

Area Neta del diseño a compresion

0.7 o 0.75 Según se utilice estribos cerrados o zunchos d 0.8 Para columnas sin muros transversales d 1 Para columnas confinadas por muros transversales

rec= 29 13

rec= 2L

COLUMNA C - 1 COLUMNA C - 2NIVEL An d + rec L = t = A col NIVEL An

3 50.37 10 15.00 13.00 195.00 3 74.812 77.28 13 15.00 13.00 195.00 2 107.011 75.36 12 15.00 13.00 195.00 1 105.09

DISEÑO POR CORTE POR FRICCION

0.85

COLUMNA C - 1

NIVEL Acf > Acf > 15t h L t 3 148.67 > 195.00 > 195 15 15.00 13.002 103.76 > 195.00 > 195 15 15.00 13.001 82.31 > 195.00 > 195 15 15.00 13.00

f

f

)(15**2.0

2cmtAccf

VcAcf

f

c

ys

n f

fAC

AsA

**85,0

*

df

Page 238: ALBAÑILERIA CONFINADA

COLUMNA C - 1

NIVEL Acf > Acf > 15t h L t 3 148.67 > 260.00 > 195 20 20.00 13.002 103.76 > 260.00 > 195 20 20.00 13.001 82.31 > 260.00 > 195 20 20.00 13.00

ESTRIBOS Av

Usando: 1/4 0.64 cm

7.06 cm 14.22 cm

10.00 cm5.00 cm

NIVEL

3 20.50 45.002 20.50 45.001 22.50 45.00

DISEÑO DE VIGAS SOLERAS

0.9b h

A v solera= 13 15 195 cm2

NIVEL Ts As

3 4.42 1.17 0.8125 OK2 3.09 0.82 0.8125 OK1 2.45 0.65 0.8125 OK

f Area 1 er Nivel 2 er Nivel 3 er Nivel

3/8 0.71 4 4 4 2.84 2.84 2.84 1/2 1.27 0.00 0.00 0.00 5/8 1.98 0.00 0.00 0.00 3/4 2.85 0.00 0.00 0.001 5.07 0.00 0.00 0.00

2.84 2.84 2.84

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 3 @ 0,05; 4 @ 0,075; r @ 0,125f 1/4 : 3 @ 0,05; 4 @ 0,075; r @ 0,125f 1/4 : 3 @ 0,05; 4 @ 0,10; r @ 0,125

f

0,1*fc*Acs/fy

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Varillas 1º

Varillas 2º

Varillas 3º

)1/(***3.0

*1

AnAccftn

FyAvS

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

L

LmVmTs 2

*yy

ss f

Acscf

f

TA

**1,0

*

f

Page 239: ALBAÑILERIA CONFINADA

OK OK OK

Page 240: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

Page 241: ALBAÑILERIA CONFINADA

Para pisos superiores:

hVmMuiM **2

1

Ve

VmMeMui *

L

MuF

Page 242: ALBAÑILERIA CONFINADA

Nº Varillas f As As total 3/8 0.71 2.85 OK 1/2 1.27 2.85 OK 1/2 1.27 4.28 OK

Nº Varillas f As As total 3/8 0.71 2.85 OK 1/2 1.27 2.85 OK 1/2 1.27 2.85 OK

Para columnas confinadas por muros transversales

d + rec L = t = A col12 20.00 13.00 260.0016 20.00 13.00 260.0016 20.00 13.00 260.00

Ac An0,1*fc*Acs/fy

195.00 99 0.81 OK195.00 99 0.81 OK195.00 99 0.81 OK

Page 243: ALBAÑILERIA CONFINADA

Ac An0,1*fc*Acs/fy

260.00 144 1.08 OK260.00 144 1.08 OK260.00 144 1.08 OK

1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Page 244: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

DATOS 6.37 0.15

f 'm 650 tn/m2 2.4v 'm 81 tn/m2f`c = 0.175 tn/cm2 4.42 0.15fy = 4.2 tn/cm2

Pe Cº = 0.36 tn/m2 2.4Pe Alb = 1.8 tn/m3N colum 3.00 2.17 0.15

X

L = 6.19 mL m 3.26 mt = 0.13 m 2.4

METRADO DE CARGA DEL MURO

Muro en XNIVEL Pcm Pcv Pm (Tn) Pg (tn) NIVEL Fi M

3 5.33 0.40 5.72 5.42 tn V3 6.37 15.932 10.65 1.39 12.04 11.00 tn V2 4.42 42.911 15.98 2.38 18.35 16.57 tn V1 2.17 75.31

1.- ESFUERZO MAXIMO

NIVEL mσ < Adm.σ < max.σ3 7.11 < 93.83 < 97.5 OK2 14.96 < 93.83 < 97.5 OK1 22.81 < 93.83 < 97.5 OK

2.- CONTROL DE AGRIETAMIENTO

Entonces :NIVEL 1/3 < a < 1 a

3 0.33 < 2.48 < 1.00 2.48 1.002 0.33 < 1.56 < 1.00 1.56 1.001 0.33 < 1.07 < 1.00 1.07 1.00

mft

hmf

L

Pmm

t

'*15.0*35

1*'*2.02

VmVe *55,0PgLtvmVm *23,0*****5,0 a

1*

3

1

Me

LVea

Page 245: ALBAÑILERIA CONFINADA

NIVEL Ve < Vm 0,55*Vm3 6.37 < 33.84 18.61 No necesita refuerzo horizontal2 10.79 < 35.12 19.32 No necesita refuerzo horizontal1 12.96 < 36.40 20.02 No necesita refuerzo horizontal

h de ladrillo = 8 cm

81.58

1.5 S = 19 cm8

1.58

NIVEL r >

3 0.0013 > 0.001 OK

2 0.0026 > 0.001 OK

1 0.0026 > 0.001 OK

NIVEL Ash A cm2 3 1 0.32 cm2 1 0.32 cm1 1 0.32 cm

Hallando la Resistencia al corte

donde :

fs = 2.1 tn/cm2

NIVEL Ve < V`m 0,55*V`m NIVEL V`m 3 6.37 < 55.73 30.65 Ok 3 33.842 10.79 < 57.01 31.36 Ok 2 35.121 12.96 < 58.29 32.06 Ok 1 36.40

3.- FACTOR DE AMPLIFICACION

Donde :

2 < 2.81 < 3 2.81 2.81

NIVEL Vui Mui3 17.91 44.762 12.41 120.561 6.08 211.56

r minr minr minr min

f 1/4f 1/4f 1/4

1

1

eeui V

VmVV

1

1

eeui V

VmMM

fsAshVdVmmV *S2

fyfs

321

1 Ve

Vm

Page 246: ALBAÑILERIA CONFINADA

4.- DISEÑO DE CONFINAMIENTO

FUERZA CORTANTE

Columna InteriorNIVEL Vc NIVEL Vc

3 6.68 ton 3 4.46 ton2 6.94 ton 2 4.62 ton1 7.19 ton 1 4.79 ton

TRACCION

Donde B = o

COLUMNA C - 1NIVEL Pd Pt Pc M F T

3 1.54 4.40 84.59 13.67 9.27 tn2 1.91 7.93 139.65 22.56 14.63 tn1 1.91 11.09 167.88 27.12 16.03 tn

COLUMNA INTERIOR

NIVEL Pd Pt Pc T3 0.94 3.81 9.31 tn2 1.22 7.23 6.38 tn1 1.22 10.39 3.72 tn

COLUMNA C - 2

NIVEL Pd Pt Pc M F T3 1.00 3.86 84.59 13.67 9.81 tn2 1.00 7.01 139.65 22.56 15.55 tn1 1.00 10.17 167.88 27.12 16.95 tn

COMPRESION

COLUMNA C - 1 COLUMNA INTERIOR COLUMNA C - 2NIVEL C NIVEL C NIVEL C

3 18.06 tn 3 -2.75 tn 3 17.522 30.49 tn 2 0.43 tn 2 29.571 38.21 tn 1 3.33 tn 1 37.29

Determinacion del refuerzo vertical

PtPmPcdPc 2

1

1*

**5,1

NcL

LVmVc

PcFT

L

BPmPt

*

f*yst f

TA

f**ysf

f

VcA

Lt*41 t*6

L

MF

FPcT

Page 247: ALBAÑILERIA CONFINADA

0.85

0.8 Para juntas sin tratamiento 1 Para juntas en que se haya eliminado la lechada

COLUMNA C - 1NIVEL Ast Asf As Nº Varillas f As

3 2.60 cm2 4 3/8 0.712 4.10 cm2 3/8 0.711 4.49 2.01 6.50 cm2 3/8 0.71

COLUMNA INTERIORNIVEL Ast Asf As Nº Varillas f As

3 2.61 cm2 4 3/8 0.712 1.79 cm2 4 3/8 0.711 1.04 1.34 2.39 cm2 4 3/8 0.71

COLUMNA C - 2NIVEL Ast Asf As Nº Varillas f As

3 2.75 cm2 4 3/8 0.712 4.36 cm2 3/8 0.711 4.75 2.01 6.76 cm2 3/8 0.71

Area Neta del diseño a compresion

0.7 o 0.75 Según se utilice estribos cerrados o zunchos d 0.8 Para columnas sin muros transversales d 1 Para columnas confinadas por muros transversales

rec= 29 13

rec= 2L

COLUMNA C - 1 COLUMNA C - 2NIVEL An d + rec L = t = A col NIVEL An

3 127.79 18 30.00 13.00 390.00 3 93.442 225.52 29 30.00 13.00 390.00 2 165.421 235.63 30 30.00 13.00 390.00 1 174.00

COLUMNA INTERIORNIVEL An d + rec L = t = A col

3 -122.55 -9.62 15.00 13.00 195.00

f

f

f*yst f

TA

f**ysf

f

VcA

ystsfs f

AccfAAA

**1,0

c

ys

n f

fAC

AsA

**85,0

*

df

Page 248: ALBAÑILERIA CONFINADA

2 -56.21 -2.25 15.00 13.00 195.001 -41.77 -0.64 15.00 13.00 195.00

DISEÑO POR CORTE POR FRICCION

0.85

COLUMNA C - 1

NIVEL Acf > Acf > 15t h L t 3 224.63 > 390.00 > 195 30.00 30.00 13.002 233.14 > 390.00 > 195 30.00 30.00 13.001 241.65 > 390.00 > 195 30.00 30.00 13.00

COLUMNA INTERMEDIA

NIVEL Acf > Acf > 15t h L t 3 149.76 > 195.00 > 195 15 15.00 13.002 155.43 > 195.00 > 195 15 15.00 13.001 161.10 > 195.00 > 195 15 15.00 13.00

COLUMNA C - 2

NIVEL Acf > Acf > 15t h L t 3 224.63 > 325.00 > 195 25.00 25.00 13.002 233.14 > 325.00 > 195 25.00 25.00 13.001 241.65 > 325.00 > 195 25.00 25.00 13.00

ESTRIBOS COLUMNA C - 1Av

Usando: 1/4 0.64 cm

8.53 cm 14.22 cm

10.00 cm7.50 cm

NIVEL

3 45.00 45.002 45.00 45.00

f

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 1 @ 0,05; 5@ 0,075; r @ 0,20f 1/4 : 1 @ 0,05; 5@ 0,075 r @ 0,20

)1/(***3.0

*1

AnAccftn

FyAvS

)(15**2.0

2cmtAccf

VcAcf

f

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

Page 249: ALBAÑILERIA CONFINADA

1 45.00 45.00

ESTRIBOS COLUMNA INTERMEDIAAv

Usando: 1/4 0.64 cm

5.87 cm 14.22 cm

10.00 cm3.75 cm

NIVEL

3 20.50 45.002 20.50 45.001 20.50 45.00

DISEÑO DE VIGAS SOLERAS

0.9b h

A v solera= 13 15 195 cm2

NIVEL Ts As

3 8.91 2.36 2 0.8125 OK2 9.25 2.45 2 0.8125 OK1 9.59 2.54 2 0.8125 OK

f Area 1 er Nivel 2 er Nivel 3 er Nivel

3/8 0.71 4 4 4 2.84 2.84 2.84 1/2 1.27 0.00 0.00 0.00 5/8 1.98 0.00 0.00 0.00 3/4 2.85 0.00 0.00 0.001 5.07 0.00 0.00 0.00

2.84 2.84 2.84OK OK OK

f 1/4 : 1 @ 0,05; 5 @ 0,075; r @ 0,20

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,20f 1/4 : 1@ 0,05; 4 @ 0,10 ; r @ 0,20f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,20

f

Amin (4 f 8mm

0,1*fc*Acs/fy

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Varillas 1º

Varillas 2º

Varillas 3º

L

LmVmTs 2

*yy

ss f

Acscf

f

TA

**1,0

*

f

)1/(***3.0

*1

AnAccftn

FyAvS

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

Page 250: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

Page 251: ALBAÑILERIA CONFINADA
Page 252: ALBAÑILERIA CONFINADA

Para pisos superiores:

tntntn

hVmMuiM **2

1

Ve

VmMeMui *

L

MuF

Page 253: ALBAÑILERIA CONFINADA

Nº Varillas f As As total 3/8 0.71 2.85 OK

4 1/2 1.27 5.07 OK6 1/2 1.27 7.60 OK

Nº Varillas f As As total 3/8 0.71 2.85 OK 1/2 1.27 2.85 OK 1/2 1.27 2.85 OK

Nº Varillas f As As total 3/8 0.71 2.85 OK

4 1/2 1.27 5.07 OK6 1/2 1.27 7.60 OK

Para columnas confinadas por muros transversales

d + rec L = t = A col14 25.00 13.00 325.0022 25.00 13.00 325.0023 25.00 13.00 325.00

Page 254: ALBAÑILERIA CONFINADA

Ac An0,1*fc*Acs/fy

390.00 234 1.62 OK390.00 234 1.62 OK390.00 234 1.62 OK

Ac An0,1*fc*Acs/fy

195.00 99 0.81 OK195.00 99 0.81 OK195.00 99 0.81 OK

Ac An0,1*fc*Acs/fy

325.00 189.00 1.35 OK325.00 189.00 1.35 OK325.00 189.00 1.35 OK

Page 255: ALBAÑILERIA CONFINADA

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Page 256: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

DATOS 0.82 0.15

f 'm 650 tn/m2 2.4v 'm 81 tn/m2f`c = 0.175 tn/cm2 0.57 0.15fy = 4.2 tn/cm2

Pe Cº = 0.36 tn/m2 2.4Pe Alb = 1.8 tn/m3N colum 2.00 0.28 0.15

XL = 1.60 mL m 1.60 mt = 0.13 m 2.4

NIVEL Fi MV3 0.82 2.04V2 0.57 5.50V1 0.28 9.67

METRADO DE CARGA DEL MURO

Muro en XNIVEL Pcm Pcv Pm (Tn) Pg (tn)

3 1.23 0.06 1.30 1.25 tn2 2.47 0.22 2.69 2.52 tn1 3.70 0.38 4.08 3.80 tn

1.- ESFUERZO MAXIMO

NIVEL mσ < Adm.σ < max.σ3 6.24 < 93.83 < 97.5 OK2 12.93 < 93.83 < 97.5 OK1 19.63 < 93.83 < 97.5 OK

2.- CONTROL DE AGRIETAMIENTO

Entonces :NIVEL 1/3 < a < 1 a

3 0.33 < 0.64 < 1.00 0.64 0.64

mft

hmf

L

Pmm

t

'*15.0*35

1*'*2.02

VmVe *55,0PgLtvmVm *23,0*****5,0 a

1*

3

1

Me

LVea

Page 257: ALBAÑILERIA CONFINADA

2 0.33 < 0.40 < 1.00 0.40 0.401 0.33 < 0.28 < 1.00 0.33 0.33

NIVEL Ve < Vm 0,55*Vm3 0.82 < 5.68 3.12 No necesita refuerzo horizontal2 1.38 < 3.97 2.18 No necesita refuerzo horizontal1 1.67 < 3.68 2.02 No necesita refuerzo horizontal

h de ladrillo = 8 cm

81.58

1.5 S = 19 cm8

1.58

NIVEL r >

3 0.0013 > 0.001 OK

2 0.0026 > 0.001 OK

1 0.0026 > 0.001 OK

NIVEL Ash A cm2 3 1 0.32 cm2 1 0.32 cm1 1 0.32 cm

Hallando la Resistencia al corte

donde :

fs = 2.1 tn/cm2

NIVEL Ve < V`m 0,55*V`m NIVEL V`m 3 0.82 < 11.34 6.24 Ok 3 5.682 1.38 < 9.63 5.30 Ok 2 3.971 1.67 < 9.34 5.14 Ok 1 3.68

3.- FACTOR DE AMPLIFICACION

Donde :

2 < 2.21 < 3 2.21 2.21

NIVEL Vui Mui3 1.80 4.512 3.06 12.151 3.68 21.36

r minr minr minr min

f 1/4f 1/4f 1/4

1

1

eeui V

VmVV

1

1

eeui V

VmMM

fsAshVdVmmV *S2

fyfs

321

1 Ve

Vm

Page 258: ALBAÑILERIA CONFINADA

4.- DISEÑO DE CONFINAMIENTO

FUERZA CORTANTE

NIVEL Vc 3 2.84 ton2 1.99 ton1 1.84 ton

TRACCION

Donde B = o

COLUMNA C - 1NIVEL Pd Pt Pc M F T

3 0.35 1.00 14.20 8.87 7.87 tn2 0.44 1.78 15.79 9.87 8.08 tn1 0.44 2.48 16.94 10.59 8.11 tn

COLUMNA C - 2

NIVEL Pd Pt Pc M F T3 1.18 2.67 4.50 14.20 8.87 4.38 tn2 1.45 2.67 5.46 15.79 9.87 4.41 tn1 1.45 2.67 6.16 16.94 10.59 4.43 tn

COMPRESION

COLUMNA C - 1 COLUMNA C - 2NIVEL C NIVEL C

3 9.87 tn 3 13.37 tn2 11.65 tn 2 15.33 tn1 13.07 tn 1 16.74 tn

Determinacion del refuerzo vertical

0.85f

PtPmPcdPc 2

1

1*

**5,1

NcL

LVmVc

PcFT

L

BPmPt

*

f*yst f

TA

f**ysf

f

VcA

ystsfs f

AccfAAA

**1,0

Lt*41 t*6

L

MF

FPcT

Page 259: ALBAÑILERIA CONFINADA

0.8 Para juntas sin tratamiento 1 Para juntas en que se haya eliminado la lechada

COLUMNA C - 1NIVEL Ast Asf As Nº Varillas f As

3 2.21 cm2 4 3/8 0.712 2.26 cm2 4 3/8 0.711 2.27 0.52 2.79 cm2 4 3/8 0.71

COLUMNA C - 2NIVEL Ast Asf As Nº Varillas f As

3 1.23 cm2 4 3/8 0.712 1.23 cm2 4 3/8 0.711 1.24 0.52 1.76 cm2 4 3/8 0.71

Area Neta del diseño a compresion

0.7 o 0.75 Según se utilice estribos cerrados o zunchos d 0.8 Para columnas sin muros transversales d 1 Para columnas confinadas por muros transversales

rec= 29 13

rec= 2L

COLUMNA C - 1 COLUMNA C - 2NIVEL An d + rec L = t = A col NIVEL An

3 42.90 9 15.00 13.00 195.00 3 118.462 62.21 11 15.00 13.00 195.00 2 141.701 61.29 11 15.00 13.00 195.00 1 140.78

DISEÑO POR CORTE POR FRICCION

0.85

COLUMNA C - 1

NIVEL Acf > Acf > 15t h L t 3 95.45 > 195.00 > 195 15 15.00 13.002 66.73 > 195.00 > 195 15 15.00 13.001 61.88 > 195.00 > 195 15 15.00 13.00

COLUMNA C - 1

f

f

)(15**2.0

2cmtAccf

VcAcf

f

c

ys

n f

fAC

AsA

**85,0

*

df

Page 260: ALBAÑILERIA CONFINADA

NIVEL Acf > Acf > 15t h L t 3 95.45 > 260.00 > 195 20 20.00 13.002 66.73 > 260.00 > 195 20 20.00 13.001 61.88 > 260.00 > 195 20 20.00 13.00

ESTRIBOS Av

Usando: 1/4 0.64 cm

5.87 cm 14.22 cm

10.00 cm5.00 cm

NIVEL

3 20.50 45.002 20.50 45.001 22.50 45.00

DISEÑO DE VIGAS SOLERAS

0.9b h

A v solera= 15 15 225 cm2

NIVEL Ts As

3 2.84 0.75 0.93752 1.99 0.53 0.93751 1.84 0.49 0.9375

f Area 1 er Nivel 2 er Nivel 3 er Nivel

3/8 0.71 4 4 4 2.84 2.84 2.84 1/2 1.27 0.00 0.00 0.00 5/8 1.98 0.00 0.00 0.00 3/4 2.85 0.00 0.00 0.001 5.07 0.00 0.00 0.00

2.84 2.84 2.84OK OK OK

S1 = S2 =

S4 =S3 =

L confinami

ento

Max 45 cm

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,20f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,20f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,20

f

0,1*fc*Acs/fy

f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Varillas 1º

Varillas 2º

Varillas 3º

)1/(***3.0

*1

AnAccftn

FyAvS

cftn

yfAvS

**12,0

*2

cmd

S 543

cmS 104

L

LmVmTs 2

*yy

ss f

Acscf

f

TA

**1,0

*

f

Page 261: ALBAÑILERIA CONFINADA

ALBAÑILERIA CONFINADA

Page 262: ALBAÑILERIA CONFINADA
Page 263: ALBAÑILERIA CONFINADA

Para pisos superiores:

hVmMuiM **2

1

Ve

VmMeMui *

L

MuF

Page 264: ALBAÑILERIA CONFINADA

Nº Varillas f As As total 3/8 0.71 2.85 OK 1/2 1.27 2.85 OK 1/2 1.27 2.85 OK

Nº Varillas f As As total 3/8 0.71 2.85 OK 1/2 1.27 2.85 OK 1/2 1.27 2.85 OK

Para columnas confinadas por muros transversales

d + rec L = t = A col17 20.00 13.00 260.0020 20.00 13.00 260.0020 20.00 13.00 260.00

Ac An0,1*fc*Acs/fy

195.00 99 0.81 OK195.00 99 0.81 OK195.00 99 0.81 OK

Page 265: ALBAÑILERIA CONFINADA

Ac An0,1*fc*Acs/fy

260.00 144 1.08 OK260.00 144 1.08 OK260.00 144 1.08 OK

1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,251/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25

Page 266: ALBAÑILERIA CONFINADA

DISEÑO DE CIMIENTACION

SOBRECIMIENTO DE: 0.15 x 0.5 CAPACIDAD PORTANTE 20 ton / m2 200

DEL METRADO DE CARGAS

PESO DE LOSA: 3.78 Ton 1PESO DE SOBRECARGA: 1.75 TonPESO DE SOBRECARGA: AZOTEA 0.35 TonPESO DE MUROS: 2.025 TonPESO DEL SOBRECIMIENTO: 0.18 Ton 3.5PESO PARCIAL: 8.1 Ton

PESO PROPIO DEL CIMIENTO:

10% DEL PESO PARCIAL

P. CIMIENTO 1.76 B Ton 1760.0 b kg

PESO TOTAL: 9.8 Ton

20 = 8.1 1.76 bB

20 B - 1.76 B = 8.118.24 B =

B = 0.44

B = 0.45

V

t

PpzapPA

A

P

t

PpzapPb

Page 267: ALBAÑILERIA CONFINADA

CEMENTO - HORMIGON:

Page 268: ALBAÑILERIA CONFINADA

3.5

0.15

0.5 m1/8 +25% de piedra mediana (3")

0.8 m

1/10 +30% de piedra grande (10")

0.5