albaÑileria confinada con robot estructural

8/10/2019 ALBAILERIA CONFINADA CON ROBOT ESTRUCTURAL

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JUAN CARLOS JIMENEZ CONDORIJUAN CARLOS MAMANI MAMANIVLADIMIR MONRROY LUQUE

ING. RICHARD W. RAMOS RIVA

UNIVERSIDAD ALAS PERUANAS

FACULTAD DE INGENIERAS Y ARQUITECTURAE. A. P. INGENIERA CIVIL


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Realizar la estructuracin en planta de la edificacinmultifamiliar de 04 niveles mostrada a continuacin, verifique

espesor mnimo de muros, densidad mnima de muros, esfuerzoaxial mximo en cada muro de cada direccin y las fuerzascortantes de los entrepisos

APLICACIN 1 : MULTIFAMILIAR DE 04 NIVELES

1. DATOS GENERAES DEL PROYECTO

UBICACIN Lima

N DE PISOS 4 USO Vivienda

SISTEMA ESTRUCTURAL

Albaileria Confinada

DISTRIBUCION ARQUITECTONICA

Dos departamentos por pisocon un rea techada de

257.67 m2 PESO DE LA ALBAILERIA 1800 kg/m3

ALBAILERIA (f'm)

60 kg/cm2

MORTERO

1 : 1: 4 Cemento : Cal :Arena

CONCRETO (f'c)

210 kg/cm2

ACERO (f'y)

4200 kg/cm2 RESISTENCIA DEL TERRENO 2.5 kg/cm2


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APLICACIN 1 : MULTIFAMILIAR DE 04 NIVELES

PLANO DE PLANTA


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Existe simetra del edificio con respecto al eje "Y", pero conrespecto a "X" es asimtrico, motivo por el cual se ha

considerado muros de cabeza en los ejes A, B y C; para lograrque la distancia entre el centro de rigidez y el centro de masasea la menor posible.

En la direccin "Y se ha considerado prcticamente todas losmuros de cabeza, ya que segn la nueva norma sismo

resistente E-030, la excentricidad accidental hace que estos,tomen incrementos de cortantes por torsin importantes,principalmente aquellos que estn mas alejadas del centro derigidez del edificio, es decir, los perimetrales.

No se consideraran en el anlisis estructural muros menor o

igual a 1m. De longitud. Los muros tendrn una altura de 2.4m.

Los muros confinados mantendrn la relacin L = 2h

Las vigas soleras de los muros se prolongaran por encima de

los vanos

APLICACIN 1 : ESTRUCTURACION


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APLICACIN 1 : PLANO DE MUROS PORTANTES

PLANO DE PLANTA


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a) LOSA ALIGERADA

a) MUROS

Se ha considerado las dimensiones de las unidades de albailera

13 x 23 x 9 cm (ancho x largo x altura)

APLICACIN 1 : PREDIMENSIONAMIENTODEELEMENTOS ESTRUCTURALES


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DENOMINACION Y LONGITUDES DE LOS MUROS EN CADA

DIRECCION

APLICACIN 1 : ANALISIS Y DISEO DE MUROS

t = 0.13 t = 0.23

1 Y - 8.35

2 Y - 3.9

3 Y - 3.45

4 Y 3.9 -

5 Y 2.05 -

6 Y 3.1 -

7 Y - 1.75

8 Y - 8.35

9 Y - 1.75

10 Y 3.1 -

11 Y 2.05 -

12 Y 3.9 -

13 Y - 3.45

14 Y - 3.9

15 Y - 8.35

16 Y 2.9 -

17 Y 2.9 -Total 23.90 43.25

MURO DIRECCION "Y"

t = 0.13 t = 0.23

1 X - 4.15

2 X - 2.60

3 X - 3.60

4 X - 3.60

5 X 2.20 -

6 X 7.35 -

7 X 5.75 -

8 X 4.00 -

9 X - 4.15

10 X - 2.60

11 X - 3.60

12 X - 3.60

13 X 2.20 -

14 X 5.75 -

Total 27.25 27.90

Donde t en m.

DIRECCION "X"MURO


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a) Para edificios

b) Para viviendas 1 o 2 pisos

c) Segn RNE E-070

a b c

EJE "X

EJE "Y"

APLICACIN 1 : VERIFICACION DE LA DENSIDADDE MUROS

0.0387 > 0.0308 y/o 0.0343 OK

0.0507 > 0.0308 y/o 0.0343 OK


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APLICACIN 1 : REAS DE INFLUENCIA

PLANO DE PLANTA


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ANALISIS DE MUROS POR CARGA VERTICAL (100%CM +25%CV)


DIRECCION "Y"

Long. Espesor Area de

Muro

Haltura

de muro

Area

Tributaria

P. Especf.

Muro

Peso

Muro

Peso

Losa

Peso

Acabado

s

Peso

Parapeto

s

Peso de

Piso

tipico

Sobre

carga

Tipico

Sobre

carga

Azotea

(m) (m) (m2) (m) (m2) (kg/m3) (Kg) (Kg) (Kg) (Kg) (kg) (Kg) (Kg)

1 Y 8.35 0.23 1.92 2 .40 14.47 1800.00 8296.56 4050.54 1446.62 1225.44 15019.16 723.31 542.48

2 Y 3.90 0.23 0.90 2 .40 15.64 1800.00 3875.04 4379.03 1563.94 0.00 9818.01 781.97 586.48

3 Y 3.45 0.23 0.79 2 .40 14.54 1800.00 3427.92 4071.73 1454.19 0.00 8953.84 727.10 545.32

4 Y 3.90 0.13 0.51 2 .40 12.69 1800.00 2190.24 3553.20 1269.00 0.00 7012.44 634.50 475.88

5 Y 2.05 0.13 0.27 2.40 8.73 1800.00 1151.28 2444.40 873.00 0.00 4468.68 436.50 327.38

6 Y 3.10 0.13 0.40 2.40 0.00 1800.00 1740.96 0.00 0.00 0.00 1740.96 0.00 0.00

7 Y 1.75 0.23 0.40 2.40 7.92 1800.00 1738.80 2217.60 792.00 0.00 4748.40 396.00 297.00

8 Y 8.35 0.23 1.92 2 .40 27.25 1800.00 8296.56 7630.00 2725.00 0.00 18651.56 1362.50 1021.88

9 Y 1.75 0.23 0.40 2.40 7.92 1800.00 1738.80 2217.60 792.00 0.00 4748.40 396.00 297.00

10 Y 3.10 0.13 0.40 2.40 0.00 1800.00 1740.96 0.00 0.00 0.00 1740.96 0.00 0.0011 Y 2.05 0.13 0.27 2.40 8.73 1800.00 1151.28 2444.40 873.00 0.00 4468.68 436.50 327.38

12 Y 3.90 0.13 0.51 2 .40 12.69 1800.00 2190.24 3553.20 1269.00 0.00 7012.44 634.50 475.88

13 Y 3.45 0.23 0.79 2 .40 14.54 1800.00 3427.92 4071.73 1454.19 0.00 8953.84 727.10 545.32

14 Y 3.90 0.23 0.90 2 .40 15.64 1800.00 3875.04 4379.03 1563.94 0.00 9818.01 781.97 586.48

15 Y 8.35 0.23 1.92 2 .40 14.47 1800.00 8296.56 4050.54 1446.62 1225.44 15019.16 723.31 542.48

16 Y 2.90 0.13 0.38 2.40 0.00 1800.00 1628.64 0.00 0.00 0.00 1628.64 0.00 0.00

17 Y 2.90 0.13 0.38 2.40 0.00 1800.00 1628.64 0.00 0.00 0.00 1628.64 0.00 0.00

MURO


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Servicio Serv icio Total

C.M. C.V. CM + CV C.M. C.V. CM + CVN Pisos

Tipicos Azotea CM + CV

Esfuerzo

de

compresi

on

0.2*fm(1-

(h/35t)po

t2)

0.15*fm

0.18 fm

Esfuerzo

axial

Mximo

(Kg) (Kg) (Kg) (Kg) (Kg) (Kg) N N (Kg) (kg/cm2) (kg/cm2) (kg/cm2)

1 Y 15019.16 723.31 15742.47 15019.16 542.48 15561.64 3.00 1.00 62789.04 3.27 10.93 9.00 OK

2 Y 9818.01 781.97 10599.98 9818.01 586.48 10404.49 3.00 1.00 42204.44 4.71 10.93 9.00 OK

3 Y 8953.84 727.10 9680.94 8953.84 545.32 9499.16 3.00 1.00 38541.97 4.86 10.93 9.00 OK

4 Y 7012.44 634.50 7646.94 7012.44 475.88 7488.32 3.00 1.00 30429.14 6.00 8.66 9.00 OK

5 Y 4468.68 436.50 4905.18 4468.68 327.38 4796.06 3.00 1.00 19511.60 7.32 8.66 9.00 OK

6 Y 1740.96 0.00 1740.96 1740.96 0.00 1740.96 3.00 1.00 6963.84 1.73 8.66 9.00 OK

7 Y 4748.40 396.00 5144.40 4748.40 297.00 5045.40 3.00 1.00 20478.60 5.09 10.93 9.00 OK

8 Y 18651.56 1362.50 20014.06 18651.56 1021.88 19673.44 3.00 1.00 79715.62 4.15 10.93 9.00 OK

9 Y 4748.40 396.00 5144.40 4748.40 297.00 5045.40 3.00 1.00 20478.60 5.09 10.93 9.00 OK

10 Y 1740.96 0.00 1740.96 1740.96 0.00 1740.96 3.00 1.00 6963.84 1.73 8.66 9.00 OK

11 Y 4468.68 436.50 4905.18 4468.68 327.38 4796.06 3.00 1.00 19511.60 7.32 8.66 9.00 OK

12 Y 7012.44 634.50 7646.94 7012.44 475.88 7488.32 3.00 1.00 30429.14 6.00 8.66 9.00 OK

13 Y 8953.84 727.10 9680.94 8953.84 545.32 9499.16 3.00 1.00 38541.97 4.86 10.93 9.00 OK

14 Y 9818.01 781.97 10599.98 9818.01 586.48 10404.49 3.00 1.00 42204.44 4.71 10.93 9.00 OK

15 Y 15019.16 723.31 15742.47 15019.16 542.48 15561.64 3.00 1.00 62789.04 3.27 10.93 9.00 OK

16 Y 1628.64 0.00 1628.64 1628.64 0.00 1628.64 3.00 1.00 6514.56 1.73 8.66 9.00 OK

17 Y 1628.64 0.00 1628.64 1628.64 0.00 1628.64 3.00 1.00 6514.56 1.73 8.66 9.00 OK

Piso Tipico Azotea Esfuerzo de compresion

MURO


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DIRECCION "X"

Long. Espesor Area de

Muro

Haltura

de muro

Area

Tributaria

P. Especf.

Muro

Peso

Muro

Peso

Losa

Peso

Acabado

s

Peso

Parapeto

s

Peso de

Piso

tipico

Sobre

carga

Tipico

Sobre

carga

Azotea

(m) (m) (m2) (m) (m2) (kg/m3) (Kg) (Kg) (Kg) (Kg) (kg) (Kg) (Kg)

1 X 4.15 0.23 0.95 2.40 0.00 1800.00 4123.44 0.00 0.00 1225.44 5348.88 0.00 0.002 X 2.60 0.23 0.60 2.40 0.00 1800.00 2583.36 0.00 0.00 0.00 2583.36 0.00 0.00

3 X 3.60 0.23 0.83 2.40 0.00 1800.00 3576.96 0.00 0.00 0.00 3576.96 0.00 0.00

4 X 3.60 0.23 0.83 2.40 0.00 1800.00 3576.96 0.00 0.00 0.00 3576.96 0.00 0.00

5 X 2.20 0.13 0.29 2.40 7.79 1800.00 1235.52 2181.20 779.00 0.00 4195.72 389.50 292.13

6 X 7.35 0.13 0.96 2 .40 16.71 1800.00 4127.76 4678.07 1670.74 692.64 11169.21 835.37 626.53

7 X 5.75 0.13 0.75 2 .40 13.09 1800.00 3229.20 3666.43 1309.44 692.64 8897.71 654.72 491.04

8 X 4.00 0.13 0.52 2.40 3.05 1800.00 2246.40 2232.38 304.94 692.64 5476.36 152.47 114.35

9 X 4.15 0.23 0.95 2.40 0.00 1800.00 4123.44 0.00 0.00 1225.44 5348.88 0.00 0.0010 X 2.60 0.23 0.60 2.40 0.00 1800.00 2583.36 0.00 0.00 0.00 2583.36 0.00 0.00

11 X 3.60 0.23 0.83 2.40 0.00 1800.00 3576.96 0.00 0.00 0.00 3576.96 0.00 0.00

12 X 3.60 0.23 0.83 2.40 0.00 1800.00 3576.96 0.00 0.00 0.00 3576.96 0.00 0.00

13 X 2.20 0.13 0.29 2.40 7.79 1800.00 1235.52 2181.20 779.00 0.00 4195.72 389.50 292.13

14 X 5.75 0.13 0.75 2 .40 13.09 1800.00 3229.20 3666.43 1309.44 692.64 8897.71 654.72 491.04

MURO


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Servicio Serv icio Total

C.M. C.V. CM + CV C.M. C.V. CM + CVN Pisos

Tipicos Azotea CM + CV

Esfuerzo

de

compresi

on

0.2*fm(1-

(h/35t)po

t2)

0.15*fm

Esfuerzo

axial

Mximo

(Kg) (Kg) (Kg) (Kg) (Kg) (Kg) N N (Kg) (kg/cm2) (kg/cm2) (kg/cm2)

1 X 5348.88 0.00 5348.88 5348.88 0.00 5348.88 3.00 1.00 21395.52 2.24 10.93 9.00 OK

2 X 2583.36 0.00 2583.36 2583.36 0.00 2583.36 3.00 1.00 10333.44 1.73 10.93 9.00 OK

3 X 3576.96 0.00 3576.96 3576.96 0.00 3576.96 3.00 1.00 14307.84 1.73 10.93 9.00 OK

4 X 3576.96 0.00 3576.96 3576.96 0.00 3576.96 3.00 1.00 14307.84 1.73 10.93 9.00 OK

5 X 4195.72 389.50 4585.22 4195.72 292.13 4487.85 3.00 1.00 18243.51 6.38 8.66 9.00 OK

6 X 11169.21 835.37 12004.58 11169.21 626.53 11795.74 3.00 1.00 47809.49 5.00 8.66 9.00 OK

7 X 8897.71 654.72 9552.43 8897.71 491.04 9388.75 3.00 1.00 38046.05 5.09 8.66 9.00 OK

8 X 5476.36 152.47 5628.83 5476.36 114.35 5590.71 3.00 1.00 22477.21 4.32 8.66 9.00 OK

9 X 5348.88 0.00 5348.88 5348.88 0.00 5348.88 3.00 1.00 21395.52 2.24 10.93 9.00 OK

10 X 2583.36 0.00 2583.36 2583.36 0.00 2583.36 3.00 1.00 10333.44 1.73 10.93 9.00 OK

11 X 3576.96 0.00 3576.96 3576.96 0.00 3576.96 3.00 1.00 14307.84 1.73 10.93 9.00 OK

12 X 3576.96 0.00 3576.96 3576.96 0.00 3576.96 3.00 1.00 14307.84 1.73 10.93 9.00 OK

13 X 4195.72 389.50 4585.22 4195.72 292.13 4487.85 3.00 1.00 18243.51 6.38 8.66 9.00 OK

14 X 8897.71 654.72 9552.43 8897.71 491.04 9388.75 3.00 1.00 38046.05 5.09 8.66 9.00 OK

Esfuerzo de compresion

MURO

Piso Tipico Azotea


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Coeficientes para el Met rado de Cargas segn RNE-020

Peso de losa aligerada = 280 kg/m2

peso de albaileria = 1800 kg/m3

Peso de acabados = 100 kg/m2

Peso del concreto armado = 2400 kg/m3

Sobrecargas (S/C) 1, 2, 3 nivel = 200 kg/m2

Sobrecargas (S/C) 4 nivel = 150 kg/m2

APLICACIN 1 : CALCULO DEL PESO TOTAL DELEDIFICIO


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APLICACIN 1 : PESO TOTAL DEL EDIFICIOEje Tramo T = 0.13 T = 0.23 N Veces L. Total Area Altura Coef. Peso p. Peso T.

1 E - B 8.15 2 16.30 3.749 2.4 1800.00 16195.68 62652.53 kg

2 E - D 3.78 2 7.56 1.7388 2.4 1800.00 7511.616

2 C - B 3.38 2 6.76 1.5548 2.4 1800.00 6716.7363 E - D 3.65 2 7.30 0.949 2.4 1800.00 4099.68

03-abr D - C 1.5 2 3.00 0.69 2.4 1800.00 2980.8

3 C - B 1.98 2 3.96 0.5148 2.4 1800.00 2223.936

5 E - B 8.15 1 8.15 1.8745 2.4 1800.00 8097.84

B 1 - 2 2 2 4.00 0.52 2.4 1800.00 2246.4

B 3 - 2 3.6 2 7.20 0.936 2.4 1800.00 4043.52

A 1 - 3 5.6 2 11.20 1.456 2.4 1800.00 6289.92

A 3 - 7 4 1 4.00 0.52 2.4 1800.00 2246.4

E 1 - 3 4.15 2 8.30 1.909 2.4 1800.00 8246.88 33302.88 kgD 1 - 2 2.4 2 4.80 1.104 2.4 1800.00 4769.28

D 2 - 3 2.45 2 4.90 1.127 2.4 1800.00 4868.64

C 2 - 5 3.48 2 6.96 1.6008 2.4 1800.00 6915.456

1 - 2 D - B 1.13 2 2.26 0.2938 2.4 1800.00 1269.216

2 - 3 D - C 0.58 2 1.16 0.1508 2.4 1800.00 651.456

3 B - A 3.03 2 6.06 0.7878 2.4 1800.00 3403.296

4 B - A 2.83 2 5.66 0.7358 2.4 1800.00 3178.656

E 1 - 2 1.48 2 2.96 0.3848 1 1800.00 692.64 8969.58 kg

E 2 - 3 1.53 2 3.06 0.3978 1 1800.00 716.04

D 3 - 4 0.95 2 1.90 0.437 1 1800.00 786.6

D 4 - 5 1.53 2 3.06 0.3978 1 1800.00 716.04

B 1 - 2 1.55 2 3.10 0.403 1 1800.00 725.4

A 6 - 7 1.63 1 1.63 0.2119 1 1800.00 381.42

1 - 2 B - A 4.1 2 8.20 1.066 1 1800.00 1918.8

E 3 - 5 3.60 2 7.20 0.936 1.8 1800.00 3032.64

E 1 - 5 10.75 2 21.50 2.795 1 1800.00 5031 15795.00 kg

B 1 - 2 1.55 2 3.10 0.403 1 1800.00 725.4

A 1 - 5 9.2 2 18.40 2.392 1 1800.00 4305.6

1 - 2 B - A 4.1 2 8.20 1.066 1 1800.00 1918.8

1 E - B 8.15 2 16.30 2.119 1 1800.00 3814.2

Alfeizar

Longitud

MurosPortantes

MurosNoPortantes

Parapeto


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APLICACIN 1 : CALCULO DEL PESO TOTAL DELEDIFICIO

(Kg) (Kg) (Kg) (Kg) (Kg) (Kg) (Kg) (Kg)

1 62652.53 33302.88 8969.58 68084.8 24316 0.0000 197325.8 12158

2 62652.53 33302.88 8969.58 68084.8 24316 0.0000 197325.8 12158

3 62652.53 33302.88 8969.58 68084.8 24316 0.0000 197325.8 12158

4 62652.53 33302.88 8969.58 68084.8 24316 15795.00 213120.8 9118.5

TOTAL 250610.1 133211.5 35878.3 272339.2 97264.0 15795.0 805098.2 45592.5

209,483.79

209,483.79

222,239.29

850,690.65

Peso de

muros

portantes

Pesno de

muros no

portantes

Peso de

alfeizares

209,483.79

(Kg)

TOTALPeso de

ParapetoTotal CM Total CVPiso

Peso de la

losa

aligerada

Peso de

acabado

s


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APLICACIN 1 : CALCULO DE LA FUERZACORTANTE EN LA BASE DEL EDIFICIO

DATOS GENERALES:

Z = 0.40 Tp = 0.60

U = 1.00 hn = 10.28

S = 1.20 N = 4

R = 6.00 CT = 60

V =V =

PARA ROBOT

V = 0.20 P

170.14 Tn170138.13 Kg

CALCULO DE LA CORTANTE EN

LA BASE


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APLICACIN 1 : DISTRIBUCION DE LA FUERZACORTANTE EN ALTURA

4 9.60 0.414

3 7.20 0.293

2 4.80 0.195

1 2.40 0.098

TOTAL

222239.29 2133497.165 70,482.5

209483.79 502761.0912 16,609.3

70,482.5

120,310.3

153,528.9

170,138.1

209483.79

209483.79

1508283.274

FiPi * hiPi

(Pi*hi)/(

Pi*hi) Vihi

1005522.182

49,827.8

33,218.6

850690.7 5150063.7 170138.1

Piso

70.482

120.310

153.529

170.138

Fuerzas Cortantes Simple

FUERZA (TON)FUERZA (TON)

70.482

49.828

33.219

16.609

Fuerzas Inerciales


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APLICACIN 1 : DISTRIBUCION DE LA FUERZACORTANTE DE NIVEL EN CADA MURO

PISO 1ro,2do, 3ro, 4to

1 X 2.4 0.23 4.15 3.68 12.33

2 X 2.4 0.23 2.60 1.30 8.683 X 2.4 0.23 3.60 6.55 8.68

4 X 2.4 0.23 3.60 6.55 7.18

5 X 2.4 0.13 2.20 2.70 4.18

6 X 2.4 0.13 7.35 10.88 4.18

7 X 2.4 0.13 5.75 4.48 0.08

8 X 2.4 0.13 4.00 10.85 0.08

9 X 2.4 0.23 4.15 18.08 12.33

10 X 2.4 0.23 2.60 20.45 8.68

11 X 2.4 0.23 3.60 15.20 8.6812 X 2.4 0.23 3.60 15.20 7.18

13 X 2.4 0.13 2.20 19.05 4.18

14 X 2.4 0.13 5.75 17.28 0.08

1 Y 2.4 8.35 0.23 0.13 8.28

2 Y 2.4 3.90 0.23 3.68 10.50

3 Y 2.4 3.45 0.23 3.68 5.83

4 Y 2.4 3.90 0.13 7.28 10.50

5 Y 2.4 2.05 0.13 7.28 5.13

6 Y 2.4 3.10 0.13 7.28 1.55

7 Y 2.4 1.75 0.23 8.23 7.93

8 Y 2.4 8.35 0.23 10.88 8.28

9 Y 2.4 1.75 0.23 13.53 7.93

10 Y 2.4 3.10 0.13 14.48 1.55

11 Y 2.4 2.05 0.13 14.48 5.13

12 Y 2.4 3.90 0.13 14.48 10.50

13 Y 2.4 3.45 0.23 18.08 5.83

14 Y 2.4 3.90 0.23 18.08 10.50

15 Y 2.4 8.35 0.23 21.63 8.28

16 Y 2.4 2.90 0.13 9.55 2.80

17 Y 2.4 2.90 0.13 12.20 2.80

x yMURO h t L


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APLICACIN 1 : RIGIDEZ DE MUROS EN LA DIR. X,YPISO 1ro,2do, 3ro, 4to

1 X 1.7349 0.7737 0.0917

2 X 2.7692 3.1461 0.0389

3 X 2.0000 1.1852 0.0722

4 X 2.0000 1.1852 0.0722

5 X 3.2727 5.1931 0.0154

6 X 0.9796 0.1393 0.1162

7 X 1.2522 0.2909 0.0842

8 X 1.8000 0.8640 0.0488

9 X 1.7349 0.7737 0.0917

10 X 2.7692 3.1461 0.0389

11 X 2.0000 1.1852 0.0722

12 X 2.0000 1.1852 0.0722

13 X 3.2727 5.1931 0.0154

14 X 1.2522 0.2909 0.0842

1 X 31.3043 4544.75 0.0018

2 X 31.3043 4544.75 0.0009

3 X 31.3043 4544.75 0.0008

4 X 55.3846 25168.87 0.0002

5 X 55.3846 25168.87 0.0001

6 X 55.3846 25168.87 0.0001

7 X 31.3043 4544.75 0.0004

8 X 31.3043 4544.75 0.0018

9 X 31.3043 4544.75 0.0004

10 X 55.3846 25168.87 0.0001

11 X 55.3846 25168.87 0.0001

12 X 55.3846 25168.87 0.0002

13 X 31.3043 4544.75 0.0008

14 X 31.3043 4544.75 0.0009

15 X 31.3043 4544.75 0.0018

16 X 55.3846 25168.87 0.0001

17 X 55.3846 25168.87 0.00010.9246

2.5086

5.9153

3.1852

3.1852

8.4658

MURO 3(h/L) 4(h/L)po

t3 3(h/L)+4(h/L)pot3

3.1852

3.1852

8.4658

1.5430

4576.0565

1.1189

1.5430

2.6640

2.5086

5.9153

4576.0565

4576.0565

4576.0565

25224.2513

25224.2513

4576.0565

4576.0565

25224.2513

25224.2513

25224.2513

25224.2513

25224.2513

4576.0565

4576.0565

4576.0565

25224.2513

PISO 1ro,2do, 3ro, 4to

1 X 31.3043 4544.75 0.0009

2 X 31.3043 4544.75 0.00063 X 31.3043 4544.75 0.0008

4 X 31.3043 4544.75 0.0008

5 X 55.3846 25168.87 0.0001

6 X 55.3846 25168.87 0.0003

7 X 55.3846 25168.87 0.0002

8 X 55.3846 25168.87 0.0002

9 X 31.3043 4544.75 0.0009

10 X 31.3043 4544.75 0.0006

11 X 31.3043 4544.75 0.0008

12 X 31.3043 4544.75 0.0008

13 X 55.3846 25168.87 0.0001

14 X 55.3846 25168.87 0.0002

1 X 0.8623 0.09 0.2403

2 X 1.8462 0.93 0.0828

3 X 2.0870 1.35 0.0670

4 X 1.8462 0.93 0.0468

5 X 3.5122 6.42 0.0131

6 X 2.3226 1.86 0.0311

7 X 4.1143 10.32 0.0159

8 X 0.8623 0.09 0.2403

9 X 4.1143 10.32 0.0159

10 X 2.3226 1.86 0.0311

11 X 3.5122 6.42 0.0131

12 X 1.8462 0.93 0.0468

13 X 2.0870 1.35 0.0670

14 X 1.8462 0.93 0.0828

15 X 0.8623 0.09 0.2403

16 X 2.4828 2.27 0.0274

17 X 2.4828 2.27 0.0274

1.2961

MURO 3(h/L) 4(h/L)po

t3 3(h/L)+4(h/L)pot3

25224.2513

25224.2513

25224.2513

25224.2513

4576.0565

4576.0565

4576.05654576.0565

4576.0565

0.9573

2.7783

3.4335

2.7783

9.9307

4576.0565

4576.0565

4576.0565

25224.2513

25224.2513

9.9307

2.7783

3.4335

2.7783

0.9573

4.1787

14.4319

0.9573

14.4319

4.1787

4.7500

4.7500

RIGIDEZ POR CORTE

RIGIDEZ POR FLEXION


21/61

APLICACIN 1 : CORTANTES D TRASLACION EN XPISO 1

Cortantes de traslacion en la distancia "X"

Vx1 = 170138 .1

1 X 9.922 X 4.21

3 X 7.81

4 X 7.81

5 X 1.66

6 X 12.57

7 X 9.11

8 X 5.28

9 X 9.92

10 X 4.21

11 X 7.81

12 X 7.81

13 X 1.66

14 X 9.11

1 X 0.20

2 X 0.09

3 X 0.08

4 X 0.02

5 X 0.01

6 X 0.01

7 X 0.04

8 X 0.20

9 X 0.04

10 X 0.01

11 X 0.01

12 X 0.02

13 X 0.08

14 X 0.09

15 X 0.20

16 X 0.0117 X 0.01

100.00

16871.7067155.014

MURO

% de

Absorcio

n

8979.899

16871.706

7155.014

13287.873

13287.873

13287.873

13287.873

2825.771

21381.218

15503.475

28.452

14.955

22.615

70.373

335.782

2825.771

15503.475

335.782

156.832

138.736

156.832

335.782

21.15621.156

70.373

22.615

14.955

28.452

138.736

PISO 2

Cortantes de traslacion en la distancia "X"

Vx1 = 153528.9

1 X 9.922 X 4.21

3 X 7.81

4 X 7.81

5 X 1.66

6 X 12.57

7 X 9.11

8 X 5.28

9 X 9.92

10 X 4.21

11 X 7.81

12 X 7.81

13 X 1.66

14 X 9.11

1 X 0.20

2 X 0.09

3 X 0.08

4 X 0.02

5 X 0.01

6 X 0.01

7 X 0.04

8 X 0.20

9 X 0.04

10 X 0.01

11 X 0.01

12 X 0.02

13 X 0.08

14 X 0.09

15 X 0.20

16 X 0.0117 X 0.01

100.00

MURO

% de

Absorcio

n

15224.6526456.525

20.408

63.503

303.002

11990.680

11990.680

2549.912

19293.934

13989.990

8103.261

15224.652

25.674

13.495

2549.912

13989.990

303.002

141.522

125.193

6456.525

11990.680

11990.680

63.503

20.408

13.495

25.674

125.193

141.522

303.002

19.09119.091


22/61

APLICACIN 1 : CORTANTES D TRASLACION EN XPISO 3 PISO 4

Cortantes de traslacion en la distancia "X" Cortantes de traslacion en la distancia "X"

Vx1 = 120310.3 Vx1 = 70482.5

1 X 9.92 1 X 9.92

2 X 4.21 2 X 4.21

3 X 7.81 3 X 7.81

4 X 7.81 4 X 7.81

5 X 1.66 5 X 1.66

6 X 12.57 6 X 12.57

7 X 9.11 7 X 9.11

8 X 5.28 8 X 5.28

9 X 9.92 9 X 9.92

10 X 4.21 10 X 4.21

11 X 7.81 11 X 7.8112 X 7.81 12 X 7.81

13 X 1.66 13 X 1.66

14 X 9.11 14 X 9.11

1 X 0.20 1 X 0.20

2 X 0.09 2 X 0.09

3 X 0.08 3 X 0.08

4 X 0.02 4 X 0.02

5 X 0.01 5 X 0.01

6 X 0.01 6 X 0.01

7 X 0.04 7 X 0.04

8 X 0.20 8 X 0.20

9 X 0.04 9 X 0.04

10 X 0.01 10 X 0.01

11 X 0.01 11 X 0.01

12 X 0.02 12 X 0.02

13 X 0.08 13 X 0.08

14 X 0.09 14 X 0.09

15 X 0.20 15 X 0.20

16 X 0.01 16 X 0.0117 X 0.01 17 X 0.01

100.00 100.00

MURO

% de

Absorcio

n

MURO

% de

Absorcio

n

11930.542 6989.377

5059.547 2964.080

15119.367 8857.515

10963.020 6422.565

6349.984 3720.068

9396.295 5504.716

9396.295 5504.716

1998.196 1170.621

9396.295 5504.716

1998.196 1170.621

10963.020 6422.565

11930.542 6989.377

5059.547 2964.080

9396.295 5504.716

20.119 11.787

10.575 6.196

15.992 9.369

237.443 139.103

110.901 64.970

98.105 57.474

15.992 9.369

10.575 6.196

20.119 11.787

49.763 29.153

237.443 139.103

49.763 29.153

98.105 57.474

110.901 64.970

237.443 139.103

14.960 8.76414.960 8.764


23/61

APLICACIN 1 : CORTANTES D TRASLACION EN YPISO 1 PISO 2

Cortantes de traslacion en la distancia "Y" Cortantes de traslacion en la distancia "Y"

Vx1 = 170138.1 Vx1 = 153528.9

1 X 0.07 1 X 0.072 X 0.04 2 X 0.04

3 X 0.06 3 X 0.06

4 X 0.06 4 X 0.06

5 X 0.01 5 X 0.01

6 X 0.02 6 X 0.02

7 X 0.02 7 X 0.02

8 X 0.01 8 X 0.01

9 X 0.07 9 X 0.07

10 X 0.04 10 X 0.04

11 X 0.06 11 X 0.06

12 X 0.06 12 X 0.06

13 X 0.01 13 X 0.01

14 X 0.02 14 X 0.02

1 X 18.54 1 X 18.54

2 X 6.39 2 X 6.39

3 X 5.17 3 X 5.17

4 X 3.61 4 X 3.61

5 X 1.01 5 X 1.01

6 X 2.40 6 X 2.40

7 X 1.23 7 X 1.23

8 X 18.54 8 X 18.54

9 X 1.23 9 X 1.23

10 X 2.40 10 X 2.40

11 X 1.01 11 X 1.01

12 X 3.61 12 X 3.61

13 X 5.17 13 X 5.17

14 X 6.39 14 X 6.39

15 X 18.54 15 X 18.54

16 X 2.11 16 X 2.11

17 X 2.11 17 X 2.11

100.00 100.00

MURO

% de

Absorcio

n

MURO

% de

Absorcio

n

119.046 107.42474.583 67.302

38.249 34.515

29.923 27.002

20.816 18.784

103.268 93.187

103.268 93.187

11.449 10.331

103.268 93.187

11.449 10.331

29.923 27.002

119.046 107.424

74.583 67.302

103.268 93.187

6142.078 5542.474

1718.387 1550.634

4083.733 3685.070

31539.601 28460.633

10866.753 9805.915

8793.078 7934.677

4083.733 3685.070

1718.387 1550.634

6142.078 5542.474

2091.995 1887.769

31539.601 28460.633

2091.995 1887.769

8793.078 7934.677

10866.753 9805.915

31539.601 28460.633

3592.570 3241.855

3592.570 3241.855


24/61

APLICACIN 1 : CORTANTES D TRASLACION EN YPISO 3 PISO 4

Cortantes de traslacion en la distancia "Y" Cortantes de traslacion en la distancia "Y"

Vx1 = 120310.3 Vx1 = 70482.5

1 X 0.07 1 X 0.072 X 0.04 2 X 0.04

3 X 0.06 3 X 0.06

4 X 0.06 4 X 0.06

5 X 0.01 5 X 0.01

6 X 0.02 6 X 0.02

7 X 0.02 7 X 0.02

8 X 0.01 8 X 0.01

9 X 0.07 9 X 0.07

10 X 0.04 10 X 0.04

11 X 0.06 11 X 0.06

12 X 0.06 12 X 0.06

13 X 0.01 13 X 0.01

14 X 0.02 14 X 0.02

1 X 18.54 1 X 18.54

2 X 6.39 2 X 6.39

3 X 5.17 3 X 5.17

4 X 3.61 4 X 3.61

5 X 1.01 5 X 1.01

6 X 2.40 6 X 2.40

7 X 1.23 7 X 1.23

8 X 18.54 8 X 18.54

9 X 1.23 9 X 1.23

10 X 2.40 10 X 2.40

11 X 1.01 11 X 1.01

12 X 3.61 12 X 3.61

13 X 5.17 13 X 5.17

14 X 6.39 14 X 6.39

15 X 18.54 15 X 18.54

16 X 2.11 16 X 2.1117 X 2.11 17 X 2.11

100.00 100.00

MURO

% de

Absorcio

n

MURO

% de

Absorcio

n

84.181 49.31752.740 30.897

27.047 15.845

21.160 12.396

14.720 8.623

73.025 42.781

73.025 42.781

8.096 4.743

73.025 42.781

8.096 4.743

21.160 12.396

84.181 49.317

52.740 30.897

73.025 42.781

4343.266 2544.455

1215.128 711.870

2887.743 1691.753

22302.696 13065.790

7684.240 4501.728

6217.876 3642.675

2887.743 1691.753

1215.128 711.870

4343.266 2544.455

1479.319 866.643

22302.696 13065.790

1479.319 866.643

2540.425 1488.2802540.425 1488.280

6217.876 3642.675

7684.240 4501.728

22302.696 13065.790


25/61

APLICACIN 1 : CALCULO D CENTRO DE RIGIDEZPISO 1ro,2do, 3ro, 4to

Centro de Rigidez

1 X

2 X

3 X

4 X

5 X

6 X

7 X

8 X

9 X

10 X

11 X

12 X13 X

14 X

1 X

2 X

3 X

4 X

5 X

6 X

7 X

8 X

9 X

10 X

11 X

12 X

13 X

14 X

15 X

16 X

17 X

0.340402

0.095235

0.226326

0.131081

2.612938

0.215547

0.450318

0.189489

0.677294

1.210773

1.496310

5.195841

0.261368

0.333894

1.2961200.924569 5.936423 14.09530

0.001623

0.004392

0.008949

0.015100

0.000322

0.000322

0.003333

0.000739

0.005153

0.005153

0.000235

0.003169

0.001020

0.001721

0.016392

0.011619

0.011958

0.0119580.001661

0.003938

0.030034

0.304229

0.2461740.004392

0.001623

0.000417

0.000190

0.003031

0.015100

0.003031

0.000190

0.0004170.013091

0.046791

0.066986

0.082783

0.240270

0.027368

0.027368

1.130013

0.337301

0.626416

0.518102

0.064111

0.485095

0.006319

0.003660

1.130013

0.337301

0.626416

0.5181020.064111

0.006319

0.015100

0.008949

0.000081

0.000155

0.000754

0.000852

0.001825

0.000115

0.000115

0.000907

0.000568

0.000787

0.000787

0.000087

0.000291

0.000228

0.000159

0.000907

0.000568

0.000787

0.0007870.000087

0.000228

0.240270

0.082783

0.091685

0.038882

0.072209

0.072209

0.015356

0.116190

0.084249

0.048799

0.091685

0.038882

0.072209

0.0722090.015356

0.084249

0.001825

0.000852

0.000754

0.000155

0.000081

0.000123

0.000382

0.001825

0.000382

0.000123

0.066986

0.046791

0.013091

0.031110

0.015937

0.240270

0.015937

0.031110

MURO

Xcr = 10.87500

Ycr = 6.420746


26/61

APLICACIN 1 : CALCULO DEL CENTRO DE MASAPISO 1ro,2do, 3ro, 4to

Centro de Masa

1 X 4.150 2.40 0.23 1800.0 4123.44 3.675 12.325

2 X 2.600 2.40 0.23 1800.0 2583.36 1.300 8.675

3 X 3.600 2.40 0.23 1800.0 3576.96 6.550 8.6754 X 3.600 2.40 0.23 1800.0 3576.96 6.550 7.175

5 X 2.200 2.40 0.13 1800.0 1235.52 2.700 4.175

6 X 7.350 2.40 0.13 1800.0 4127.76 10.875 4.175

7 X 5.750 2.40 0.13 1800.0 3229.20 4.475 0.075

8 X 4.000 2.40 0.13 1800.0 2246.40 10.850 0.075

9 X 4.150 2.40 0.23 1800.0 4123.44 18.075 12.325

10 X 2.600 2.40 0.23 1800.0 2583.36 20.450 8.675

11 X 3.600 2.40 0.23 1800.0 3576.96 15.200 8.675

12 X 3.600 2.40 0.23 1800.0 3576.96 15.200 7.17513 X 2.200 2.40 0.13 1800.0 1235.52 19.050 4.175

14 X 5.750 2.40 0.13 1800.0 3229.20 17.275 0.075

1 X 8.350 2.40 0.23 1800.0 8296.56 0.125 8.275

2 X 3.900 2.40 0.23 1800.0 3875.04 3.675 10.500

3 X 3.450 2.40 0.23 1800.0 3427.92 3.675 5.825

4 X 3.900 2.40 0.13 1800.0 2190.24 7.275 10.500

5 X 2.050 2.40 0.13 1800.0 1151.28 7.275 5.125

6 X 3.100 2.40 0.13 1800.0 1740.96 7.275 1.550

7 X 1.750 2.40 0.23 1800.0 1738.80 8.225 7.925

8 X 8.350 2.40 0.23 1800.0 8296.56 10.875 8.275

9 X 1.750 2.40 0.23 1800.0 1738.80 13.525 7.925

10 X 3.100 2.40 0.13 1800.0 1740.96 14.475 1.550

11 X 2.050 2.40 0.13 1800.0 1151.28 14.475 5.125

12 X 3.900 2.40 0.13 1800.0 2190.24 14.475 10.500

13 X 3.450 2.40 0.23 1800.0 3427.92 18.075 5.825

14 X 3.900 2.40 0.23 1800.0 3875.04 18.075 10.500

15 X 8.350 2.40 0.23 1800.0 8296.56 21.625 8.275

16 X 2.900 2.40 0.13 1800.0 1628.64 9.550 2.800

17 X 2.900 2.40 0.13 1800.0 1628.64 12.200 2.800

99420.48

68654.0340

15553.5120 4560.1920

19869.4080 4560.1920

1081142 715203

2698.4880

16664.7780 5900.3100

31703.7240 22997.5200

61959.6540 19967.6340

70041.3480 40687.9200

25200.3960

179413.1100

5900.3100

12665.4840 2698.4880

14301.6300 13779.9900

90225.0900 68654.0340

23517.2700 13779.9900

8375.5620

242.1900

1037.0700 68654.0340

14240.7720 40687.9200

12597.6060 19967.6340

15933.9960 22997.5200

55784.4300

50821.3980

52829.7120 22410.6480

54369.7920 31030.1280

54369.7920 25664.688023536.6560 5158.2960

74531.1780

25664.6880

3335.9040 5158.2960

44889.3900 17233.3980

14450.6700 242.1900

24373.4400 168.4800

23429.0880

P.Y

15153.6420 50821.3980

3358.3680 22410.6480

23429.0880 31030.1280

L h t P.espesifi

co Peso X YMURO P.X

Xcm = 10.87444Ycm = 7.193717


27/61

APLICACIN 1 : CENTRO DE RIGIDEZ (CR) YCENTRO DE MASA (CM)

PLANO DE PLANTA


28/61

APLICACIN 1 : IRREGULARIDAD TORSIONAL


29/61

APLICACIN 1 : CALCULO DEL MOMENTO POLAR DE INERCIAPISO 1ro, 2do, 3ro, 4to

Centro de Masa

1 X 34.8602 51.8400

2 X 5.0817 91.6806

3 X 5.0817 18.7056

4 X 0.5689 18.7056

5 X 5.0434 66.8306

6 X 5.0434 0.0000

7 X 40.2685 40.9600

8 X 40.2685 0.0006

9 X 34.8602 51.8400

10 X 5.0817 91.6807

11 X 5.0817 18.7057

12 X 0.5689 18.705713 X 5.0434 66.8307

14 X 40.2685 40.9600

1 Y 3.4383 115.5624

2 Y 16.6403 51.8400

3 Y 0.3549 51.8400

4 Y 16.6403 12.9600

5 Y 1.6790 12.9600

6 Y 23.7242 12.9600

7 Y 2.2628 7.0225

8 Y 3.4383 0.0000

9 Y 2.2628 7.0225

10 Y 23.7242 12.9600

11 Y 1.6790 12.9600

12 Y 16.6403 12.9600

13 Y 0.3549 51.8400

14 Y 16.6403 51.8400

15 Y 3.4383 115.5626

16 Y 13.1098 1.7556

17 Y 13.1098 1.7556

4.3057

27.7725

0.6064

0.1697

0.4032

0.1119

0.0000

0.1119

0.4032

0.1697

0.6064

3.4726

4.2915

27.7662

0.0480

0.0480

3.2432

0.2497

0.3817

0.0558

0.0833

0.5860

3.4019

1.9651

3.2432

0.2497

0.3817

0.05580.0833

3.4019

27.7725

4.3057

3.4728

0.6090

0.1698

0.4061

0.0496

0.0496

0.1128

0.0063

0.1128

0.4061

0.1698

0.6090

3.4728

-3.6000

-3.6000

-2.6500

0.0000

2.6500

3.6000

3.6000

3.6000

7.2000

7.2000

10.7500

-1.3250

1.3250

0.0470

0.0521

0.0147

0.0147

0.0058

0.0000

0.0093

0.0000

0.0470

0.0521

0.0147

0.01470.0058

0.0093

27.7662

4.2915

3.4726

-9.5750

-4.3250

-4.3250

-8.1750

0.0000

-6.4000

-0.0250

7.2000

9.5750

4.3250

4.32508.1750

6.4000

-10.7500

-7.2000

-7.2000

-3.6000

-3.6207

-3.6207

0.0063

0.0015

0.0015

4.0793

-0.5957

4.0793

0.0026

0.0003

0.0142

3.1961

0.1976

0.3669

0.0411

0.0774

0.5860

3.3926

1.9651

3.1961

0.1976

0.3669

0.04110.0774

3.3926

0.0063

0.01424.0793

2.2543

0.7543-2.2457

1.5043

-4.8707

-1.2957

0.0009

0.0029

0.0001

-4.8707

1.5043

1.8543

0.0029

0.0009

0.0063

1.8543

0.0003

0.0026

MURO

5.9043 -7.2000

91.1847

-6.3457

5.9043

2.2543

-2.2457

-2.2457

-6.3457

2.2543

2.2543

0.7543

-0.5957

4.0793

-1.2957 0.0001

-6.3457

1.8543


30/61

APLICACIN 1 : CALCULO DEL MOMENTO TORSOR Y EXENTRICIDADPISO 1 PISO 2

Moment os t orsores y exent rici dad Moment os t orsores y exent ri ci dad

Descripcin

Vx(1)

Valores

170,138.1304

Descripcin Valores

Vx(1) 153,528.8539

Fy(1)

Fy(2)

Fy(3)

Fy(4)

Xcm

16,609.2765

33,218.5530

49,827.8294

70,482.4715

10.8744

Fy(3) 49,827.8294

Fy(4) 70,482.4715

Vy(1)

Fx(1)

Fx(2)

Fx(3)

Fx(4)

170,138.1304

16,609.2765

33,218.5530

49,827.8294

70,482.4715

Vy(1) 153,528.8539

Fx(1)

Fx(2) 33,218.5530

Fx(3) 49,827.8294

J(1)

PESO NIVEL

Cx

Cy

Tx

91.1847

209,483.7880

2.5000

2.5000

0.1713

J(1) 91.1847

PESO NIVEL 209,483.7880

Ycm

Xcr

Ycr

dx

dy

7.1937

10.8750

6.4207

21.7500

12.4500 dy 12.4500

Tx 0.1713

Fx(4) 70,482.4715

Fy(1)

Fy(2) 33,218.5530

exey

eaccxeaccy

-0.0006

0.7730

2.1750

1.2450

Ty

Mtx1

Mtx2

Mty1

Mty2

0.1713

343333.76 Kg-m

-80310.19 Kg-m

370146.02 Kg-m

-369954.85 Kg-m

Mtx2 -72470.12 Kg-m

Mty1 334011.51 Kg-m

Mty2 -333839.00 Kg-m

ex -0.0006ey 0.7730

eaccx 2.1750eaccy 1.2450

Ty 0.1713

Mtx1 309816.72 Kg-m

Xcm 10.8744

Ycm 7.1937

Xcr 10.8750

Ycr 6.4207

dx 21.7500

Cx 2.5000

Cy 2.5000

ex = Xcm -Xcreaccx = 0.1*dx

ey = Ycm -Ycreaccy = 0.1*dy


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APLICACIN 1 : CALCULO DEL MOMENTO TORSOR Y EXENTRICIDADPISO 3 PISO 4

Momentos torsores y exent ricidad Momentos torsores y exent ricidad

Vy(1) 120,310.3010 Vy(1) 70,482.4715

Fx(1) Fx(1)

Fx(2) Fx(2)

Descripcin Valores Descripcin Valores

Vx(1) 120,310.3010 Vx(1) 70,482.4715

Fy(2) Fy(2)

Fy(3) 49,827.8294 Fy(3)

Fy(4) 70,482.4715 Fy(4) 70,482.4715

Fx(3) 49,827.8294 Fx(3)

Fx(4) 70,482.4715 Fx(4) 70,482.4715

Fy(1) Fy(1)

Ycr 6.4207 Ycr 6.4207

dx 21.7500 dx 21.7500

dy 12.4500 dy 12.4500

Xcm 10.8744 Xcm 10.8744

Ycm 7.1937 Ycm 7.1937

Xcr 10.8750 Xcr 10.8750

Cy 2.5000 Cy 2.5000

Tx 0.1713 Tx 0.1713

Ty 0.1713 Ty 0.1713

J(1) 91.1847 J(1) 91.1847

PESO NIVEL 209,483.7880 PESO NIVEL 209,483.7880

Cx 2.5000 Cx 2.5000

Mty2 -261607.31 Kg-m Mty2 -153259.78 Kg-m

ex -0.0006 ex -0.0006ey 0.7730 ey 0.7730

Mtx1 242782.66 Kg-m Mtx1 142231.56 Kg-m

Mtx2 -56789.99 Kg-m Mtx2 -33269.79 Kg-m

Mty1 261742.50 Kg-m Mty1 153338.97 Kg-m

eaccx 2.1750 eaccx 2.1750eaccy 1.2450 eaccy 1.2450


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APLICACIN 1 : INCREMENTOS DE CORTANTES POR TORSION ()PISO 1ro

Incrementos de cortantes por torsion ( )

1 X 0.000907 -476.7715 26.49

2 X 0.000568 -77.1969 22.07

3 X 0.000787 -143.3655 13.80

4 X 0.000787 -47.9688 13.80

5 X 0.000087 30.3727 2.89

6 X 0.000291 229.8155 0.00

7 X 0.000228 470.8667 5.92

8 X 0.000159 272.7347 0.02

9 X 0.000907 -476.7715 -26.49

10 X 0.000568 -77.1969 -22.07

11 X 0.000787 -143.3655 -13.80

12 X 0.000787 -47.9688 -13.80

13 X 0.000087 30.3727 -2.89

14 X 0.000228 470.8667 -5.92

1 Y 0.240270 -2.9800 10479.36

2 Y 0.082783 -3.0620 2418.26

3 Y 0.066986 0.3956 1956.79

4 Y 0.046791 -0.5555 683.42

5 Y 0.013091 0.0927 191.20

6 Y 0.031110 0.5272 454.39

7 Y 0.015937 -0.5067 171.358 Y 0.240270 -2.9800 0.00

9 Y 0.015937 -0.5067 -171.35

10 Y 0.031110 0.5272 -454.39

11 Y 0.013091 0.0927 -191.20

12 Y 0.046791 -0.5555 -683.42

13 Y 0.066986 0.3956 -1956.79

14 Y 0.082783 -3.0620 -2418.26

15 Y 0.240270 -2.9800 -10479.37

16 Y 0.027368 0.3666 147.13

17 Y 0.027368 0.3666 -147.13

1.296120

-26.5057

DIRECCION X DIRECCION Y

2038.2438

330.0239 -22.0837

MURO

0.015356 -2.2457 -8.1750

0.116190 -2.2457 0.0000

0.072209 2.2543 -4.3250

0.072209 0.7543 -4.3250

0.091685 5.9043 -7.2000

0.038882 2.2543 -9.5750

0.072209 2.2543 4.3250

0.072209 0.7543 4.3250

0.091685 5.9043 7.2000

0.038882 2.2543 9.5750

0.084249 -6.3457 -6.4000

0.048799 -6.3457 -0.0250

0.000754 -0.5957 -7.2000

0.000155 4.0793 -3.6000

0.001825 1.8543 -10.7500

0.000852 4.0793 -7.2000

0.015356 -2.2457 8.1750

0.084249 -6.3457 6.4000

0.000382 1.5043 2.6500

0.000123 -4.8707 3.6000

0.000382 1.5043 -2.65000.001825 1.8543 0.0000

0.000081 -1.2957 -3.6000

0.000123 -4.8707 -3.6000

0.000754 -0.5957 7.2000

0.000852 4.0793 7.2000 13.0903 2419.5080

12.7397 10484.7815

-1.5674 -147.2023

-1.5674 147.2030

0.000081 -1.2957 3.6000

0.000155 4.0793 3.6000

-1165.9670 -0.0161

2038.2438 26.5058

330.0239 22.0837

612.9011 13.8117

205.0714 13.8117

612.9011 -13.8117

205.0714 -13.8117

-129.8463 -2.8943

-982.4834 0.0000

-2013.0004 -5.9222

2.3748 -683.7731

-0.3965 -191.3012

-2.2539 -454.6258

2.1660 -171.435412.7397 0.0030

-129.8463 2.8943

-2013.0004 5.9222

12.7397 -10484.7755

13.0903 -2419.5060

-1.6912 -1957.7977

2.1660 171.4358

-2.2539 454.6266

-0.3965 191.3016

2.3748 683.7743

-1.6912 1957.7994

0.000115 -3.6207 1.3250

0.924569

0.001825 1.8543 10.7500

0.000115 -3.6207 -1.3250


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APLICACIN 1 : CAL. D CORTANTES D DISEO EN LA DIRECCION "X"PISO 1ro

Cortantes de diseo en la direccion "X"

Vx1 = Kg

1 X

2 X

3 X

4 X

5 X

6 X

7 X

8 X

9 X

10 X

11 X

12 X

13 X

14 X

1 Y

2 Y

3 Y

4 Y

5 Y

6 Y

7 Y8 Y

9 Y

10 Y

11 Y

12 Y

13 Y

14 Y

15 Y

16 Y

17 Y

169.923

139.132

30.826

15.048

23.143

72.539348.522

335.782 12.740 -2.980 12.740

21.156 -1.567 0.367 0.367

21.156 -1.567 0.367 0.367

(diseo)

18,909.950

7,485.038

13,900.774

13,492.945

2,856.143

21,611.033

15,974.341

9,252.634

18,909.950

7,485.038

13,900.774

13,492.945

2,856.143

15,974.341

348.522

22.615 -2.254 0.527 0.527

14.955 -0.397 0.093 0.093

28.452 2.375 -0.555 2.375

138.736 -1.691 0.396 0.396

156.832 13.090 -3.062 13.090

14.955 -0.397 0.093 0.093

22.615 -2.254 0.527 0.527

70.373 2.166 -0.507 2.166335.782 12.740 -2.980 12.740

70.373 2.166 -0.507 2.166

15,503.475 -2,013.000 470.867 470.867

335.782 12.740 -2.980 12.740

156.832 13.090 -3.062 13.090

138.736 -1.691 0.396 0.396

28.452 2.375 -0.555 2.375

16,871.706 2,038.244 -476.771 2,038.244

7,155.014 330.024 -77.197 330.024

13,287.873 612.901 -143.365 612.901

13,287.873 205.071 -47.969 205.071

2,825.771 -129.846 30.373 30.373

205.071 -47.969 205.071

2,825.771 -129.846 30.373 30.373

21,381.218 -982.483 229.816 229.816

15,503.475 -2,013.000 470.867 470.867

8,979.899 -1,165.967 272.735 272.735

170,138.13

MURO(asumido) de absorcion

8.17 %

7.93 %

11.11 %

4.40 %

16,871.706 2,038.244 -476.771 2,038.244

7,155.014 330.024 -77.197 330.024

13,287.873 612.901 -143.365 612.901

13,287.873

9.39 %

5.44 %

1.68 %

12.70 %

8.17 %

7.93 %

11.11 %

4.40 %

0.20 %

0.10 %

1.68 %

9.39 %

0.01 %

0.01 %

0.08 %

0.02 %

0.04 %

0.01 %

0.04 %0.20 %

72.539

23.143

0.08 %

0.10 %

0.01 %

0.02 %

15.048

30.826

139.132

169.923

0.01 %

104.67 %

0.20 %

0.01 %

348.522

21.523

21.523

%


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APLICACIN 1 : CAL. D CORTANTES D DISEO EN LA DIRECCION Y"PISO 1ro

Cortantes de diseo en la direccion "Y"

Vy1 = Kg

1 X

2 X3 X

4 X

5 X

6 X

7 X

8 X

9 X

10 X

11 X

12 X

13 X

14 X

1 Y

2 Y

3 Y

4 Y

5 Y

6 Y

7 Y8 Y

9 Y

10 Y

11 Y

12 Y

13 Y

14 Y

15 Y

16 Y

17 Y

119.50 %

31,539.601 10,484.782 -10,479.366 10,484.782 42,024.383 24.70 %

3,592.570 -147.202 147.126 147.126 3,739.696 2.20 %

3,592.570 147.203 -147.127 147.203 3,739.773 2.20 %

6,142.078 683.774 -683.421 683.774 6,825.852 4.01 %

8,793.078 1,957.799 -1,956.788 1,957.799 10,750.877 6.32 %

10,866.753 2,419.508 -2,418.258 2,419.508 13,286.261 7.81 %

2,091.995 171.436 -171.347 171.436 2,263.430 1.33 %

4,083.733 454.627 -454.392 454.627 4,538.360 2.67 %

1,718.387 191.302 -191.203 191.302 1,909.689 1.12 %

4,083.733 -454.626 454.391 454.391 4,538.124 2.67 %

2,091.995 -171.435 171.347 171.347 2,263.341 1.33 %31,539.601 0.003 -0.003 0.003 31,539.604 18.54 %

8,793.078 -1,957.798 1,956.787 1,956.787 10,749.864 6.32 %

6,142.078 -683.773 683.420 683.420 6,825.498 4.01 %

1,718.387 -191.301 191.202 191.202 1,909.590 1.12 %

29.923 5.922 -5.919 5.922 35.845 0.02 %

31,539.601 -10,484.776 10,479.360 10,479.360 42,018.962 24.70 %

10,866.753 -2,419.506 2,418.256 2,418.256 13,285.009 7.81 %

103.268 13.812 -13.805 13.812 117.080 0.07 %

103.268 13.812 -13.805 13.812 117.080 0.07 %

11.449 2.894 -2.893 2.894 14.343 0.01 %

20.816 -0.016 0.016 0.016 20.832 0.01 %

119.046 26.506 -26.492 26.506 145.551 0.09 %

74.583 22.084 -22.072 22.084 96.666 0.06 %

11.449 -2.894 2.893 2.893 14.342 0.01 %

38.249 0.000 0.000 0.000 38.249 0.02 %

29.923 -5.922 5.919 5.919 35.842 0.02 %

74.583 -22.084 22.072 22.072 96.655 0.06 %103.268 -13.812 13.805 13.805 117.073 0.07 %

103.268 -13.812 13.805 13.805 117.073 0.07 %

170138.130

MURO(asumido) (diseo) de absorcion

119.046 -26.506 26.492 26.492 145.538 0.09 %

%


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APLICACIN 1 : RESUMEN DE CORTANTES DE DISEO

1 X

2 X

3 X

4 X5 X

6 X

7 X

8 X

9 X

10 X

11 X

12 X

13 X

14 X

1 Y

2 Y

3 Y

4 Y

5 Y

6 Y

7 Y

8 Y

9 Y

10 Y

11 Y

12 Y

13 Y

14 Y

15 Y

16 Y17 Y

NIVELES

2 3 4

42,024.383 37,921.866 29,716.832 17,409.280

3,739.696 3,374.618 2,644.463 1,549.2303,739.773 3,374.688 2,644.517 1,549.261

6,825.852 6,159.497 4,826.786 2,827.720

10,750.877 9,701.352 7,602.301 4,453.725

13,286.261 11,989.225 9,395.155 5,504.048

2,263.430 2,042.469 1,600.546 937.663

4,538.360 4,095.315 3,209.224 1,880.089

1,909.689 1,723.261 1,350.404 791.119

4,538.124 4,095.102 3,209.058 1,879.991

2,263.341 2,042.389 1,600.484 937.626

31,539.604 28,460.636 22,302.698 13,065.791

10,749.864 9,700.438 7,601.585 4,453.305

6,825.498 6,159.177 4,826.535 2,827.573

1,909.590 1,723.171 1,350.334 791.078

15,974.341 14,414.889 11,295.985 6,617.629

42,018.962 37,916.974 29,712.998 17,407.034

13,285.009 11,988.096 9,394.270 5,503.530

13,900.774 12,543.749 9,829.697 5,758.621

13,492.945 12,175.732 9,541.308 5,589.670

2,856.143 2,577.320 2,019.673 1,183.204

9,252.634 8,349.370 6,542.844 3,833.053

18,909.950 17,063.917 13,371.851 7,833.753

7,485.038 6,754.332 5,292.918 3,100.798

2,856.143 2,577.320 2,019.673 1,183.204

21,611.033 19,501.315 15,281.877 8,952.720

15,974.341 14,414.889 11,295.985 6,617.629

7,485.038 6,754.332 5,292.918 3,100.798

13,900.774 12,543.749 9,829.697 5,758.621

13,492.945 12,175.732 9,541.308 5,589.670

1MURO

18,909.950 17,063.917 13,371.851 7,833.753


36/61

APLICACIN 1 : DISEO DE SECCION DE COLUMNAS DE AMARRE


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(cm2) (cm2) (cm2)1 X 1,174.419 690.00 1,380.000 23X60

2 X 464.865 345.00 690.000 23X30

587.537 345.00 690.000 23X30

275.783 345.00 690.000 23X30

4 X 837.991 460.00 920.000 23X40

5 X 177.383 162.50 325.000 13X25671.086 390.00 780.000 13X60

671.086 390.00 780.000 13X60

379.586 260.00 520.000 13X40

612.514 325.00 650.000 13X50

8 X 574.643 325.00 650.000 13X50

9 X 1,174.419 690.00 1,380.000 23X60

10 X 464.865 345.00 690.000 23X30

587.537 345.00 690.000 23X30

275.783 345.00 690.000 23X30

12 X 837.991 460.00 920.000 23X40

13 X 177.383 162.50 325.000 13X25

379.586 260.00 520.000 13X40

612.514 325.00 650.000 13X50

Area de concreto

3 X

6 X

7 X

11 X

14 X

Requerida Minima Asumida Seccion

AsumidaMURO

1,218.867 690.00 1,380.000 23X60

1,390.758 690.00 1,380.000 23X60

2 Y 825.077 460.00 920.000 23X40

3 Y 667.630 345.00 690.000 23X30

4 Y 423.904 260.00 520.000 13X40

5 Y 118.597 162.50 325.000 13X25

6 Y 281.844 162.50 325.000 13X25

7 Y 140.567 287.50 575.000 23X25

914.887 460.00 920.000 23X40

351.879 287.50 575.000 23X25

692.030 460.00 920.000 23X40

9 Y 140.572 287.50 575.000 23X25

10 Y 281.859 162.50 325.000 13X25

11 Y 118.603 162.50 325.000 13X25

12 Y 423.926 260.00 520.000 13X40

13 Y 667.693 345.00 690.000 23X30

14 Y 825.155 460.00 920.000 23X40

1,219.024 690.00 1,380.000 23X60

1,390.938 690.00 1,380.000 23X60

16 Y 232.257 162.50 325.000 13X25

17 Y 232.262 162.50 325.000 13X25

1 Y

8 Y

15 Y


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APLICACIN 1 : SECCIONES DE COLUMNAS DE AMARRE EN PLANO

USO DEL PROGRAMA ROBOT PARA EL ANALISIS


42/61

USO DEL PROGRAMA ROBOT PARA EL ANALISISESTRUCTURALLos programas de computo aplicados son una herramienta muy potente para

el anlisis y diseo de estructuras en general, sin embargo estos no

reemplazan el criterio del ingeniero quien es responsable de lo masimportante en todo proyecto estructural la Concepcin Estructural.

Es frecuente, en la prctica que la mayora del tiempo que se dedica al

diseo estructural de un edificio se invierta en los procesos de anlisis y

diseo, y que se examinen con brevedad los aspectos de diseo conceptualy de estructuracin. Desde el punto de vista del diseo sismo resistente, esta

costumbre es particularmente peligrosa, puesto que no se puede lograr que

un edificio mal estructurado se comporte satisfactoriamente antesismos, por mucho que se refinen los procedimientos de anlisis y

dimensionamiento. Por el contrario, la experiencia obtenida en variossismos muestra que losedificios bien concebidos estructuralmente y biendetallados han tenido un comportamiento adecuado, aunque no hayansido objeto de clculos elaborados, y en ocasiones, aunque no hayan

satisfecho rigurosamente las normas y/o reglamentos.

USO DEL PROGRAMA ROBOT PARA EL ANALISIS


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USO DEL PROGRAMA ROBOT PARA EL ANALISISESTRUCTURAL

El programa ROBOT es un programa desarrollado por Autodesk, en nuestro

medio se podra decir que son los programas regularmente usados. Posee un

interface grafica de ingreso y salida de datos, este ambiente grafico permite

generar con rapidez y sencillez los modelos estructurales para el anlisis.

Paso1 .- Previo a la creacin del modelo en el programa ROBOT es

necesario definir los ejes de los respectivos elementos estructurales ya sean

muros, columnas, vigas etc. Aun cuando el programa tiene la opcin deimportar la geometra del modelo desde un archivo con extensin *.dxf,

data de hoja de calculo con extensin *.xls, con la ayuda de los ejes

definido y la versatilidad del programa es suficiente para generar el modelo

en el mismo entorno del programa con la ayuda de los iconos de dibujo.

USO DEL PROGRAMA ROBOT


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albaÑileria confinada con robot estructural

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