diseño - SAN bARTALOME

8/13/2019 diseo - SAN bARTALOME

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Anlisis y diseo estructural de un edificio de albailera confinada, cuya planta y especificaciones seindican a continuacin.ESPECIFICACIONES TECNICASUbicacin : Chiclayo.Nmero de pisos : 3 + azotea.Uso : Vivienda.Sistema Estructural : Albailera Confinada.Distribucin arquitectnica : dos departamentos por pisoConcreto fc

Acero, fy Albailera fm : 65 Kg/cmv'm : 8.1 Kg/cmPeso propio de albailera ##########Peso piso terminado ##########Sobrecarga entrepiso ##########Sobrecarga techo ##########

A.- PREDIMENSIONAMIENTO :

01.- Predimensionamiento de losa maciza:

e>=L/40

L= 4.5 Tomaremosentonces 0.11 m e = 0.180 m

02.- Predimensionamiento de muros portante de albaileria reforzada:

Segn Norma Albailera E-070, para zonas 2 y 3Donde H: altura libre entre elementos de arriostramientot: espesor del muro

h= 2.40t= 0.12 t= 0.13

t minimo seg n Norma

: 4200 Kg/cm: 175 Kg/cm

TRABAJO ESCALONADO "ALBA ILERIA ESTRUCTURAL"

Elegimos losa maciza porque distribuye mejor las cargas verticales sobre los muros, y de esa manera trabajan todoslos muros. Para distribuir las cargas sobre los muros se utilizar el "mtodo del sobre"

Art 17: Norma de Albailera E 070: Los muros portantes debern tener:a) Una seccin transversal preferentemente simtrica.b) Continuidad vertical hasta la cimentacin.c) Una longitud mayor o igual a 1.20 m para ser considerados como contribuyentes en la resistencia a las fuerzahorizontales.d) Longitudes preferentemente uniformes en cada direccin.e) Juntas de control para evitar movimientos relativos debidos a contracciones, dilataciones yasentamientos diferenciales en los siguientes sitios:

* En cambios de espesor en la longitud del muro, para el caso de Albailera Armada* En donde haya juntas de control de cimentacin, en las losas y techos.* En alfizar de ventanas o cambios de seccin apreciable en un mismo piso.

f) La distancia mxima entre juntas de control es de 8m, en el caso de muros con unidades de concreto y de 25m, en elcaso de muros con unidades de arcilla.g) ...

20 MIN H

t


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B.- DENSIDAD MINIMA DE MUROS

Densidad Min= ZUSN/56 Dens. Min= 0.02857

Z= 0.4 S= 1.0 Area de planta: 8.15X16.75U= 1.0 N= 4.0 Ap = 136.51 m

Muro L(m) t(m) Am(m) Muro L(m) t(m) Am(m)

1x 3.13 0.13 0.407 1Y 2.60 0.13 0.3382x 1.50 0.80 1.200 2Y 2.60 0.13 0.3383x 3.13 0.13 0.407 3Y 3.10 0.13 0.4034x 3.10 0.13 0.403 4Y 3.10 0.13 0.4035x 3.13 0.13 0.407 5Y 3.10 0.13 0.4036x 2.60 0.13 0.338 6Y 3.10 0.13 0.4037x 2.73 0.13 0.355 7Y 4.13 0.13 0.5378x 3.13 0.13 0.407 8Y 2.60 0.13 0.3389x 1.50 0.80 1.200 9Y 2.60 0.13 0.338

10x 3.13 0.13 0.407 10Y 3.10 0.13 0.40311x 3.10 0.13 0.403 11Y 3.10 0.13 0.40312x 3.13 0.13 0.407 12Y 3.10 0.13 0.40313x 2.60 0.13 0.338 13Y 3.10 0.13 0.40314x 0.00 0.13 0.000 14Y 0.00 0.13 0.000

15Y 0.00 0.13 0.000 = 6.678 16Y 0.00 0.13 0.000

17Y 0.00 0.13 0.000

6.6783 = 0.0489 18Y 0.00 0.13 0.000136.51 19Y 0.00 0.13 0.000Cumple Dens. Min < Am/Ap !

= 5.113 Am: Area de corte de los muros reforzados Ap: rea de la plante tpica 5.1129 = 0.0375

136.51Cumple Dens. Min < Am/Ap !

L (m), longitud de muros debe mayor que 1.20m para que se considere como muro portante.

h = 2.40 m9.38 Kg/cmt 1 = 0.13 m ara 1 = Fa

t 2 = . m ara 2

65 Kg/cmOk

METRADO DE CARGAS

LOSA : 1 NIVELPeso Losa maciza e=0.18 = 432 Kg/mPeso piso terminado = 100 Kg/mSobrecarga entrepiso (tipo C= 25%S/C) = 50 Kg/m Area =Peso por m = 582 Kg/m Peso = 79448.82

LOSA : 2 NIVEL

Peso Losa Aligerada e=0.18 = 432 Kg/mPeso piso terminado = 100 Kg/mSobrecarga entrepiso (tipo C= 25%S/C) = 50 Kg/m Area = 136.51 mPeso por m = 582 Kg/m Peso = 79448.82

LOSA : 3 NIVELPeso Losa Aligerada e=0.18 = 432 Kg/mPeso piso terminado = 100 Kg/mSobrecarga entrepiso (tipo C= 25%S/C) = 50 Kg/m Area = 136.51 mPeso por m = 582 Kg/m Peso = 79448.82

LOSA : 4 NIVELPeso Losa Aligerada e=0.18 = 432 Kg/mPeso piso terminado = 50 Kg/m --> solo hay azoteaSobrecarga entrepiso (tipo C= 25%S/C) = 25 Kg/m Area = 136.51 mPeso por m = 507 Kg/m Peso = 69210.57

Long Total X = 35.91

9.75 Kg/cm

11.94 Kg/cm

Direccin X - X

ANALISIS POR CARGA VERTICAL

136.51 m

Long Total Y = 39.33

Direccin Y - Y

Am Ap

Am Ap

2

' '0.2 1 0.15* 35m

m m m

P h f f

L t t

2

'0.2 135m

h f

t

'0.15m f '

m f

2

'0.2 135m

h f

t

15.0 ma f F


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Verificacin de esfuerzo axial en cada muro segn correspondiente area tributaria

DIRECCION X - XMuro L(m) t(m) Area(m) P(Kg) Verificacin

1x 4.15 0.15 5.880 17773.83 2.86 OK2x 2.750 0.25 5.880 18557.73 2.70 OK3x 2.75 0.15 4.616 13034.29 3.16 OK4x

4.10 0.25 5.806 22498.78 2.20 OK

5x 2.150 0.15 9.130 19830.33 6.15 OK6x 7.45 0.25 10.366 40560.79 2.18 OK7x 5.800 0.15 9.590 27236.34 3.13 OK8x 1.58 0.25 10.737 23510.50 5.95 OK9x 4.15 0.15 5.916 17836.69 2.87 OK

10x 2.750 0.25 4.616 16350.79 2.38 OK11x 2.75 0.15 3.575 11216.70 2.72 OK12x 4.10 0.25 5.806 22498.78 2.20 OK13x 2.150 0.15 9.130 19830.33 6.15 OK14x 5.80 0.15 9.590 27236.34 3.13 OK

Los valores de esta dentro de los lmites Ok

DIRECCION Y - YMuro L (m) t (m) Area (m) Pm (Kg)

1Y 8.95 0.15 8.590 31188.69 2.32 OK2 Y 4.050 0.13 7.548 19528.40 3.71 OK3 Y 4.00 0.13 9.477 22818.04 4.39 OK4 Y 4.05 0.13 8.960 21993.75 4.18 OK5 Y 2.50 0.25 9.087 23403.40 3.74 OK6 Y 3.60 0.13 9.846 22835.20 4.88 OK7 Y 1.65 0.13 5.277 11800.51 5.50 OK8 Y 8.95 0.13 20.470 49772.43 4.28 OK9 Y 1.65 0.13 5.277 11800.51 5.50 OK10 Y 3.60 0.13 9.846 22835.20 4.88 OK11 Y 2.50 0.25 6.750 19323.00 3.09 OK12 Y 4.05 0.13 8.237 20731.39 3.94 OK13 Y 4.00 0.13 9.087 22137.10 4.26 OK14 Y 3.46 0.13 8.960 21068.75 4.68 OK15 Y 8.95 0.13 8.590 29029.95 2.50 OK

Los valores de esta dentro de los lmites Ok

MUROS : 1 NIVEL MUROS : 2 NIVELMuro L(m) t(m) Peso ( Kg ) Muro L(m) t(m) Peso (Kg)

1x 4.15 0.15 3137.40 1x 4.15 0.15 2913.302x 2.75 0.25 3465.00 2x 2.75 0.25 3217.503x 2.75 0.15 2079.00 3x 2.75 0.15 1930.504x 4.10 0.25 5166.00 4x 4.10 0.25 4797.005x 2.15 0.15 1625.40 5x 2.15 0.15 1509.306x 7.45 0.25 9387.00 6x 7.45 0.25 8716.507x 5.80 0.15 4384.80 7x 5.80 0.15 4071.608x 1.58 0.25 1990.80 8x 1.58 0.25 1848.609x 4.15 0.15 3137.40 9x 4.15 0.15 2913.30

10x 2.75 0.25 3465.00 10x 2.75 0.25 3217.5011x 2.75 0.15 2079.00 11x 2.75 0.15 1930.5012x 4.10 0.25 5166.00 12x 4.10 0.25 4797.0013x 2.15 0.15 1625.40 13x 2.15 0.15 1509.3014x 5.80 0.15 4384.80 14x 5.80 0.15 4071.601Y 8.95 0.15 6766.20 1Y 8.95 0.15 6282.902Y 4.05 0.13 2653.56 2Y 4.05 0.13 2464.023Y 4.00 0.13 2620.80 3Y 4.00 0.13 2433.604Y 4.05 0.13 2653.56 4Y 4.05 0.13 2464.025Y 2.50 0.25 3150.00 5Y 2.50 0.25 2925.006Y 3.60 0.13 2358.72 6Y 3.60 0.13 2190.247Y 1.65 0.13 1081.08 7Y 1.65 0.13 1003.868Y 8.95 0.13 5864.04 8Y 8.95 0.13 5445.189Y 1.65 0.13 1081.08 9Y 1.65 0.13 1003.8610Y 3.60 0.13 2358.72 10Y 3.60 0.13 2190.2411Y 2.50 0.25 3150.00 11Y 2.50 0.25 2925.00

El rea(m), esel reaobtenidadelmtododelsobre.

( / )m Kg cm

( / )m Kg cm

m

m


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12Y 4.05 0.13 2653.56 12Y 4.05 0.13 2464.0213Y 4.00 0.13 2620.80 13Y 4.00 0.13 2433.6014Y 3.46 0.13 2266.99 14Y 3.46 0.13 2105.0615Y 8.95 0.13 5864.04 15Y 8.95 0.13 5445.18

= 98236.15 = 91219.28

MUROS : 3 NIVEL MUROS : 4 NIVELMuro L(m) t(m) Peso ( Kg ) Muro L(m) t(m) Peso ( Kg )

1x 4.15 0.15 2913.30 1x 4.15 0.15 2913.302x 2.75 0.25 3217.50 2x 2.75 0.25 3217.503x 2.75 0.15 1930.50 3x 2.75 0.15 1930.504x 4.10 0.25 4797.00 4x 4.10 0.25 4797.005x 2.15 0.15 1509.30 5x 2.15 0.15 1509.306x 7.45 0.25 8716.50 6x 7.45 0.25 8716.507x 5.80 0.15 4071.60 7x 5.80 0.15 4071.608x 1.58 0.25 1848.60 8x 1.58 0.25 1848.609x 4.15 0.15 2913.30 9x 4.15 0.15 2913.30

10x 2.75 0.25 3217.50 10x 2.75 0.25 3217.5011x 2.75 0.15 1930.50 11x 2.75 0.15 1930.5012x 4.10 0.25 4797.00 12x 4.10 0.25 4797.0013x 2.15 0.15 1509.30 13x 2.15 0.15 1509.3014x 5.80 0.15 4071.60 14x 5.80 0.15 4071.601Y 8.95 0.15 6282.90 1Y 8.95 0.15 6282.902Y 4.05 0.13 2464.02 2Y 4.05 0.13 2464.023Y 4.00 0.13 2433.60 3Y 4.00 0.13 2433.604Y 4.05 0.13 2464.02 4Y 4.05 0.13 2464.025Y 2.50 0.25 2925.00 5Y 2.50 0.25 2925.006Y 3.60 0.13 2190.24 6Y 3.60 0.13 2190.247Y 1.65 0.13 1003.86 7Y 1.65 0.13 1003.868Y 8.95 0.13 5445.18 8Y 8.95 0.13 5445.189Y 1.65 0.13 1003.86 9Y 1.65 0.13 1003.86

10Y 3.60 0.13 2190.24 10Y 3.60 0.13 2190.2411Y 2.50 0.25 2925.00 11Y 2.50 0.25 2925.0012Y 4.05 0.13 2464.02 12Y 4.05 0.13 2464.0213Y 4.00 0.13 2433.60 13Y 4.00 0.13 2433.6014Y 3.46 0.13 2105.06 14Y 3.46 0.13 2105.0615Y 8.95 0.13 5445.18 15Y 8.95 0.13 5445.18

= 91219.28 = 91219.28

RESUMEN DE PESOS DE LA EDIFICACI N

Losas Muros Peso Total1 Nivel 79448.82 98236.15 P1 = 177684.97 Kg2 Nivel 79448.82 91219.28 P2 = 170668.10 Kg3 Nivel 79448.82 91219.28 P3 = 170668.10 Kg4 Nivel 69210.57 91219.28 P4 = 160429.85 Kg

P = 679451.03

DETERMINACION DE LA FUERZA CORTANTE BASAL (V)

arametros sm cosFactor zona 0.4Factor suelo 1.4Factor uso 1.0Fator de reduccin de fuerza ssmica 6.0 ( Albaileria )Factor predominante del suelo (Tp) 0.9Sistema estructural (Ct) 60.0

Altura de Edificacion (Hn) 12.62Numero de Niveles 4.0

n = . m t = T = Hn/Ct = .

T < 0.7 Fa = 0T = 0.210

0.0356 Z U S N


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C = 2.5(Tp/T)

e asume = .

C / R = 0.4167 ok. Cumple

Fuerza Cortante Basal

V = 0.233 PV =

Nivel Hn hi m P i P i*h Pi*h Fi Vi(kg.) Sum(Pi*h) (Kg) (Kg)

4 2.78 11.32 160429.85 1816065.95 0.38 60156.55 60156.553 2.78 8.54 170668.10 1457505.61 0.30 48279.36 108435.912 2.78 5.76 170668.10 983048.28 0.21 32563.13 140999.031 2.98 2.98 177684.97 529501.22 0.11 17539.54 158538.57

Sumatoria 679451.034 4786121.051 158538.5746 468130.06

CENTRO DE MASAS ( Xg , Yg ) Para calcular los centroides se utiliz el autocad,Comando Inquiry region / mass properties

4 nivel

Elemento P X Y P*X P*YLosa 69210.6 11.025 6.730 763047 465787.1361

Muros --------- --------- --------- --------- ---------1x 2913.3 3.763 13.380 10962.75 38979.952x 3217.5 1.450 9.480 4665.38 30501.903x 1930.5 6.000 9.480 11583.00 18301.144x 4797.0 6.750 8.030 32379.75 38519.915x 1509.3 2.770 4.500 4180.76 6791.856x 8716.5 10.725 4.500 93484.46 39224.257x 4071.6 4.400 0.075 17915.04 305.378x 1848.6 9.975 0.075 18439.79 138.659x 2913.3 18.330 13.380 53400.79 38979.95

10x 3217.5 20.600 9.480 66280.50 30501.9011x 1930.5 16.050 9.480 30984.53 18301.1412x 4797.0 15.300 8.030 73394.10 38519.9113x 1509.3 19.280 4.500 29099.30 6791.8514x 4071.6 17.050 0.075 69420.78 305.371Y 6282.9 0.075 9.001 471.22 56552.382Y 2464.0 3.730 11.350 9190.79 27966.633Y 2433.6 3.730 6.500 9077.33 15818.404Y 2464.0 7.380 11.430 18184.47 28163.755Y 2925.0 7.45 5.760 21791.25 16848.006Y 2190.2 7.380 1.800 16163.97 3942.437Y 1003.9 8.710 8.780 8743.62 8813.898Y 5445.2 11.030 9.100 60060.34 49551.149Y 1003.9 13.320 8.780 13371.42 8813.8910Y 2190.2 14.680 1.800 32152.72 3942.4311Y 2925.0 14.500 5.760 42412.50 16848.00

12Y 2464.0 14.680 11.430 36171.81 28163.7513Y 2433.6 18.330 6.500 44607.89 15818.4014Y 2105.1 18.330 11.350 38585.82 23892.4815Y 5445.2 21.980 9.001 119685.06 49012.07

= 160430 1749908 1126097.9

10.908 7.019

DISTRIBUCION DE LA FUERZA CORTANTE BASAL EN ALTURA

C = 10.697

158538.57 kg

* ZUCS

V P R

0.4*1* 2.5*1.40.233

6V P P

*

GP

P X X

P

*GP

P X Y

P

5.2C

1.0 RC


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7Y 1081.08 8.71 8.78 9416 9491.888Y 5864.04 11.03 9.10 64680 53362.769Y 1081.08 13.32 8.78 14400 9491.8810Y 2358.72 14.68 1.80 34626 4245.7011Y 3150.00 14.50 5.76 45675 18144.0012Y 2653.56 14.68 11.43 38954 30330.1913Y 2620.80 18.33 6.50 48039 17035.2014Y 2266.99 18.33 11.35 41554 25730.3615Y 5864.04 21.98 9.00 128892 52782.22

= 177685.0 1938697 1245794.5

10.911 7.011

Ubicaci n del Centro de Masas ( m )Nivel

4 160430 160430 10.908 1749907.66 1749907.66 10.9083 170668 331098 10.915 1862784.36 3612692.02 10.9112 170668 501766 10.915 1862784.36 5475476.39 10.9121 177685 679451 10.911 1938696.76 7414173.15 10.912

Nivel

4 160430 160430 7.019 1126098 1126097.911 7.0193 170668 331098 7.002 1195001 2321099.245 7.0102 170668 501766 7.002 1195001 3516100.579 7.0071 177685 679451 7.011 1245794 4761895.05 7.008

Resumen de Coordenadas del Centro de Masas

4 10.908 7.0193 10.911 7.0102 10.912 7.0071 10.912 7.008

RIGIDEZ LATERAL DE LOS MUROS ( K ) y CENTRO DE RIGIDEZ ( Xcr , Ycr )

m = m

Em =1 NIVEL

Direccin XMuro L(m) t(m) h(m) K (kg/cm) Y K*Y

1x 4.15 0.15 2.800 149878 13.380 2005372.392x 2.75 0.25 2.800 111657 9.480 1058512.883x 2.75 0.15 2.800 66994 9.480 635107.734x 4.10 0.25 2.800 244521 8.030 1963506.065x 2.15 0.15 2.800 38259 4.500 172163.826x 7.45 0.25 2.800 606401 4.500 2728803.127x 5.80 0.15 2.800 256807 0.075 19260.508x 1.58 0.25 2.800 29461 0.075 2209.619x 4.15 0.15 2.800 149878 13.380 2005372.3910x 2.75 0.25 2.800 111657 9.480 1058512.8811x 2.75 0.15 2.800 66994 9.480 635107.7312x 4.10 0.25 2.800 244521 8.030 1963506.0613x 2.15 0.15 2.800 38259 4.500 172163.8214x 5.80 0.15 2.800 256807 0.075 19260.50

K = 2372096 K.Y =6.087

Direccin YMuro L(m) t(m) h(m) K (kg/cm) X K*X

1Y 8.95 0.15 2.800 459460.318 0.075 344602Y 4.05 0.13 2.800 124415.321 3.730 4640693Y 4.00 0.13 2.800 121687.788 3.730 453895

Nivel

14438859.50

65 Kg/cm32500 Kg/cm

*i GP P X

*GP

P X X

P

*

GP

P X Y

P

( )i P Kg ( )ac P Kg GP X *i Gac P X G X

( )i P Kg ( )ac P Kg GP Y *i GP P Y *i Gac P Y GY

G X G Y

1

*CR

K Y Y

K

3

4 3

m E t K h h L L

'

m f


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4Y 4.05 0.13 2.800 124415.321 7.380 9181855Y 2.50 0.25 2.800 90481.7437 7.450 6740896Y 3.60 0.13 2.800 100228.604 7.380 7396877Y 1.65 0.13 2.800 17148.3037 8.710 1493628Y 8.95 0.13 2.800 398198.942 11.030 43921349Y 1.65 0.13 2.800 17148.3037 13.320 22841510Y 3.60 0.13 2.800 100228.604 14.680 147135611Y 2.50 0.25 2.800 90481.7437 14.500 131198512Y 4.05 0.13 2.800 124415.321 14.680 182641713Y 4.00 0.13 2.800 121687.788 18.330 223053714Y 3.46 0.13 2.800 92906.1713 18.330 170297015Y 8.95 0.13 2.800 398198.942 21.980 8752413

K = 2381103.21 K.X = 25349975 10.646

2 NIVELDireccin X

Muro L(m) t(m) h(m) K (kg/cm) Y K*Y1x 4.15 0.15 5.580 35436 13.380 4741362x 2.75 0.25 5.580 20568 9.480 1949803x 2.75 0.15 5.580 12341 9.480 1169884x 4.10 0.25 5.580 57354 8.030 4605525x 2.15 0.15 5.580 6273 4.500 282296x 7.45 0.25 5.580 206864 4.500 9308907x 5.80 0.15 5.580 75604 0.075 56708x 1.58 0.25 5.580 4350 0.075 3269x 4.15 0.15 5.580 35436 13.380 474136

10x 2.75 0.25 5.580 20568 9.480 19498011x 2.75 0.15 5.580 12341 9.480 11698812x 4.10 0.25 5.580 57354 8.030 46055213x 2.15 0.15 5.580 6273 4.500 2822914x 5.80 0.15 5.580 75604 0.075 5670

K = 626364 K.Y = 3492326 5.576


1Y 8.95 0.15 5.580 171668.845 0.075 128752Y 4.05 0.13 5.580 28948.4305 3.730 107978

3Y 4.00 0.13 5.580 28084.6231 3.730 1047564Y 4.05 0.13 5.580 28948.4305 7.380 2136395Y 2.50 0.25 5.580 15877.2887 7.450 1182866Y 3.60 0.13 5.580 21616.2288 7.380 1595287Y 1.65 0.13 5.580 2562.89346 8.710 223238Y 8.95 0.13 5.580 148779.666 11.030 16410409Y 1.65 0.13 5.580 2562.89346 13.320 3413810Y 3.60 0.13 5.580 21616.2288 14.680 31732611Y 2.50 0.25 5.580 15877.2887 14.500 23022112Y 4.05 0.13 5.580 28948.4305 14.680 42496313Y 4.00 0.13 5.580 28084.6231 18.330 51479114Y 3.46 0.13 5.580 19545.777 18.330 35827415Y 8.95 0.13 5.580 148779.666 21.980 3270177

K = 711901.314 K.X = 7530314

10.578

3 NIVELDireccin X

Muro L(m) t(m) h(m) K (kg/cm) Y K*Y1x 4.15 0.15 8.540 11881 13.380 1589732x 2.75 0.25 8.540 6293 9.480 596583x 2.75 0.15 8.540 3776 9.480 357954x 4.10 0.25 8.540 19164 8.030 1538895x 2.15 0.15 8.540 1856 4.500 83546x 7.45 0.25 8.540 85851 4.500 3863317x 5.80 0.15 8.540 28366 0.075 21278x 1.58 0.25 8.540 1254 0.075 94

1

*

CR

K Y Y

K

1

*CR

K Y X

K

1

*

CR

K Y X

K


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9x 4.15 0.15 8.540 11881 13.380 15897310x 2.75 0.25 8.540 6293 9.480 5965811x 2.75 0.15 8.540 3776 9.480 3579512x 4.10 0.25 8.540 19164 8.030 15388913x 2.15 0.15 8.540 1856 4.500 835414x 5.80 0.15 8.540 28366 0.075 2127

K = 229780 K.Y = 1224020 5.327


1Y 8.95 0.15 8.540 76921 0.075 57692Y 4.05 0.13 8.540 9640 3.730 359563Y 4.00 0.13 8.540 9320 3.730 347644Y 4.05 0.13 8.540 9640 7.380 711415Y 2.50 0.25 8.540 4788 7.450 356716Y 3.60 0.13 8.540 6982 7.380 515257Y 1.65 0.13 8.540 741 8.710 64558Y 8.95 0.13 8.540 66665 11.030 7353169Y 1.65 0.13 8.540 741 13.320 987110Y 3.60 0.13 8.540 6982 14.680 10249211Y 2.50 0.25 8.540 4788 14.500 6942612Y 4.05 0.13 8.540 9640 14.680 141511

13Y 4.00 0.13 8.540 9320 18.330 17083714Y 3.46 0.13 8.540 6255 18.330 11464715Y 8.95 0.13 8.540 66665 21.980 1465299

K = 289087 K.X = 3050681 10.5528

Resumen de Coordenadas del Centro de Rigidez

1 10.646 6.0872 10.578 5.5763 10.553 5.3274 10.495 5.220

CORTANTE DIRECTA EN MUROS ( V1 )Direcci n X

En el Muro i1 Piso 2 Piso 3 Piso 4 Piso

V = 158538.57 140999.03 108435.905 60156.55Muro V1 V2 V3 V4

1x 10017 7977 5607 29652x 7463 4630 2970 15163x 4478 2778 1782 9094x 16343 12911 9044 47765x 2557 1412 876 442

6x 40529 46567 40514 237557x 17164 17019 13386 74458x 1969 979 592 2969x 10017 7977 5607 296510x 7463 4630 2970 151611x 4478 2778 1782 90912x 16343 12911 9044 477613x 2557 1412 876 44214x 17164 17019 13386 7445

= 158539 140999 108436 60157

Direcci n Y1 Piso 2 Piso 3 Piso 4 Piso En el Muro i

V = 158538.57 140999.03 108435.905 60156.55Muro V1 V2 V3 V4

Nivel

1

*CR

K Y Y

K

CR X CRY

1 *

i

i

i

K V V

K

*i K V V

1 *CR K Y Y K 1 *CR K Y X K

1

*CR

K Y X

K


10/47

1Y 30592 34001 28853 304642Y 8284 5734 3616 32143Y 8102 5562 3496 31034Y 8284 5734 3616 32145Y 6024 3145 1796 15366Y 6673 4281 2619 22997Y 1142 508 278 2348Y 26513 29467 25006 259669Y 1142 508 278 234

10Y 6673 4281 2619 229911Y 6024 3145 1796 153612Y 8284 5734 3616 321413Y 8102 5562 3496 310314Y 6186 3871 2346 205215Y 26513 29467 25006 25966

= 158539 140999 108435.905 108435.905

MOMENTO TORSORLx = 22.05

Excentricidades Ly= 13.45 Te rico Accidental

Nivel

1 10.912 7.008 10.646 6.087 -0.266 -0.921 1.103 0.67252 10.912 7.007 10.578 5.576 -0.335 -1.432 1.103 0.67253 10.911 7.010 10.553 5.327 -0.358 -1.683 1.103 0.67254 10.908 7.019 10.495 5.220 -0.413 -1.799 1.103 0.6725

Excentricidad de Diseo;

Nivel

1 0.704 -1.368 -0.710 -1.594 0.7042 0.601 -1.437 -1.475 -2.104 0.6013 0.565 -1.461 -1.853 -2.356 0.5654 0.483 -1.516 -2.026 -2.471 0.483

Momentos Torsores;

Nivel

1 0.704 158539 111605.5842 0.601 140999 84671.5113 0.565 108436 61248.9384 0.483 60157 29048.153

CORTANTE POR TORSION ( V2 )

1 Piso 111605.584

Muro K Y d Kd V2 (Kg)1x 149878 13.380 6.087 -7.293 7971790 -682.462x 111657 9.480 6.087 -3.393 1285480 -236.543x 66994 9.480 6.087 -3.393 771288 -141.924x 244521 8.030 6.087 -1.943 923165 -296.645x 38259 4.500 6.087 1.587 96352 37.91

6x 606401 4.500 6.087 1.587 1527189 600.837x 256807 0.075 6.087 6.012 9281943 963.948x 29461 0.075 6.087 6.012 1064847 110.599x 149878 13.380 6.087 -7.293 7971790 -682.46

10x 111657 9.480 6.087 -3.393 1285480 -236.5411x 66994 9.480 6.087 -3.393 771288 -141.9212x 244521 8.030 6.087 -1.943 923165 -296.6413x 38259 4.500 6.087 1.587 96352 37.9114x 256807 0.075 6.087 6.012 9281943 963.94

Muro K X d Kd V2 (Kg)1Y 459460.3176 0.075 10.646 10.571 51345931 3032.532Y 124415.3208 3.730 10.646 6.916 5951458 537.253Y 121687.788 3.730 10.646 6.916 5820986 525.474Y 124415.3208 7.380 10.646 3.266 1327364 253.72

CG X CGY CR X CRY X e Y e axe ayee e

1' X e

'e

2' X e 1'Y e 2'Y e 'e

t M

'( )e m ( )V kg ( )t M kg m

CRY

CR X

t M

i

i K


11/47

5Y 90481.74374 7.450 10.646 3.196 924400 180.576Y 100228.604 7.380 10.646 3.266 1069320 204.407Y 17148.30374 8.710 10.646 1.936 64294 20.738Y 398198.9419 11.030 10.646 -0.384 58621 -95.399Y 17148.30374 13.320 10.646 -2.674 122586 -28.6310Y 100228.604 14.680 10.646 -4.034 1630781 -252.4211Y 90481.74374 14.500 10.646 -3.854 1343734 -217.7012Y 124415.3208 14.680 10.646 -4.034 2024314 -313.3313Y 121687.788 18.330 10.646 -7.684 7184327 -583.7714Y 92906.1713 18.330 10.646 -7.684 5485089 -445.7015Y 398198.9419 21.980 10.646 -11.334 51149616 -2817.73

178754891

2 Piso 84671.511

Muro K Y d Kd V2 (Kg)1x 35436 13.380 5.576 -7.804 2158396 -3962x 20568 9.480 5.576 -3.904 313546 -1153x 12341 9.480 5.576 -3.904 188128 -694x 57354 8.030 5.576 -2.454 345519 -2025x 6273 4.500 5.576 1.076 7257 106x 206864 4.500 5.576 1.076 239303 3197x 75604 0.075 5.576 5.501 2287475 5958x 4350 0.075 5.576 5.501 131609 349x 35436 13.380 5.576 -7.804 2158396 -396

10x 20568 9.480 5.576 -3.904 313546 -11511x 12341 9.480 5.576 -3.904 188128 -6912x 57354 8.030 5.576 -2.454 345519 -20213x 6273 4.500 5.576 1.076 7257 1014x 75604 0.075 5.576 5.501 2287475 595

Muro K X d Kd V2 (Kg)1Y 171668.8455 0.075 10.578 10.503 18936404.13 25822Y 28948.43048 3.730 10.578 6.848 1357440.40 2843Y 28084.62306 3.730 10.578 6.848 1316935.03 2754Y 28948.43048 7.380 10.578 3.198 296015.15 1335Y 15877.28869 7.450 10.578 3.128 155324.62 716Y 21616.2288 7.380 10.578 3.198 221038.97 997Y 2562.893462 8.710 10.578 1.868 8940.63 78Y 148779.6661 11.030 10.578 -0.452 30429.96 -969Y 2562.893462 13.320 10.578 -2.742 19272.80 -1010Y 21616.2288 14.680 10.578 -4.102 363767.80 -12711Y 15877.28869 14.500 10.578 -3.922 244256.97 -8912Y 28948.43048 0.000 10.578 10.578 3239004.79 43813Y 28084.62306 0.000 10.578 10.578 3142354.43 42514Y 19545.77703 0.000 10.578 10.578 2186953.30 29615Y 148779.6661 0.000 10.578 10.578 16646776.47 2253

59136467

59136467

3 Piso 61248.938

Muro K Y d Kd V2 (Kg)1x 11881 13.380 5.327 -8.053 770534 -2502x 6293 9.480 5.327 -4.153 108543 -683x 3776 9.480 5.327 -4.153 65126 -414x 19164 8.030 5.327 -2.703 140026 -1365x 1856 4.500 5.327 0.827 1269 46x 85851 4.500 5.327 0.827 58706 186

7x 28366 0.075 5.327 5.252 782413 390

. . * i i R T K d

CRY

t M

CR X

. . * i i R T K d

CRY

t M


12/47

8x 1254 0.075 5.327 5.252 34593 179x 11881 13.380 5.327 -8.053 770534 -250

10x 6293 9.480 5.327 -4.153 108543 -6811x 3776 9.480 5.327 -4.153 65126 -4112x 19164 8.030 5.327 -2.703 140026 -13613x 1856 4.500 5.327 0.827 1269 414x 28366 0.075 5.327 5.252 782413 390

Muro K X d Kd V2 (Kg)1Y 76921 0.075 10.553 10.478 8444763 21102Y 9640 3.730 10.553 6.823 448735 1723Y 9320 3.730 10.553 6.823 433856 1664Y 9640 7.380 10.553 3.173 97040 805Y 4788 7.450 10.553 3.103 46096 396Y 6982 7.380 10.553 3.173 70283 587Y 741 8.710 10.553 1.843 2517 48Y 66665 11.030 10.553 -0.477 15180 -839Y 741 13.320 10.553 -2.767 5675 -510Y 6982 14.680 10.553 -4.127 118925 -7511Y 4788 14.500 10.553 -3.947 74599 -4912Y 9640 14.680 10.553 -4.127 164200 -10413Y 9320 18.330 10.553 -7.777 563722 -19014Y 6255 18.330 10.553 -7.777 378307 -12715Y 66665 21.980 10.553 -11.427 8705178 -1994

23398199

CORTANTE FINAL (V):

1 Piso 2 PisoMuro V1 V2 V Muro V1 V2 V

1x 10017 -682 10017.09 1x 7977 -396 7976.9282x 7463 -237 7462.61 2x 4630 -115 4629.893

3x 4478 -142 4477.56 3x 2778 -69 2777.9364x 16343 -297 16342.53 4x 12911 -202 12910.7775x 2557 38 2594.92 5x 1412 10 1421.7686x 40529 601 41129.50 6x 46567 319 46885.2047x 17164 964 18127.57 7x 17019 595 17614.4018x 1969 111 2079.64 8x 979 34 1013.4359x 10017 -682 10017.09 9x 7977 -396 7976.928

10x 7463 -237 7462.61 10x 4630 -115 4629.89311x 4478 -142 4477.56 11x 2778 -69 2777.93612x 16343 -297 16342.53 12x 12911 -202 12910.77713x 2557 38 2594.92 13x 1412 10 1421.76814x 17164 964 18127.57 14x 17019 595 17614.401

1Y 30592 3033 33624.31 1Y 34001 2582 36582.2232Y 8284 537 8821.07 2Y 5734 284 6017.3483Y 8102 525 8627.69 3Y 5562 275 5837.7934Y 8284 254 8537.54 4Y 5734 133 5866.0625Y 6024 181 6205.02 5Y 3145 71 3215.7566Y 6673 204 6877.82 6Y 4281 99 4380.2777Y 1142 21 1162.50 7Y 508 7 514.4608Y 26513 -95 26512.88 8Y 29467 -96 29467.2719Y 1142 -29 1141.77 9Y 508 -10 507.60610Y 6673 -252 6673.42 10Y 4281 -127 4281.30611Y 6024 -218 6024.45 11Y 3145 -89 3144.65312Y 8284 -313 8283.82 12Y 5734 438 6171.95013Y 8102 -584 8102.21 13Y 5562 425 5987.78214Y 6186 -446 6185.88 14Y 3871 296 4167.25815Y 26513 -2818 26512.88 15Y 29467 2253 31720.570

3 Piso 4 Piso

CR X

. . * i i R T K d CRY t M CR X . . * i i R T K d


13/47

Muro V1 V2 V Muro V1 V2 V1x 5607 -250 5606.990 1x 2965 -120 2965.1252x 2970 -68 2969.773 2x 1516 -33 1515.8103x 1782 -41 1781.864 3x 909 -20 909.4864x 9044 -136 9043.858 4x 4776 -67 4775.8715x 876 4 880.109 5x 442 2 443.5666x 40514 -1011 40514.309 6x 23755 77 23831.9857x 13386 -6 13386.297 7x 7445 181 7625.7008x 592 0 591.853 8x 296 8 303.8999x 5607 -416 5606.990 9x 2965 -120 2965.125

10x 2970 -156 2969.773 10x 1516 -33 1515.81011x 1782 -94 1781.864 11x 909 -20 909.48612x 9044 -403 9043.858 12x 4776 -67 4775.87113x 876 -22 876.090 13x 442 2 443.56614x 13386 -6 13386.297 14x 7445 181 7625.7001Y 28853 2110 30962.760 1Y 30464 995 31459.1022Y 3616 172 3787.995 2Y 3214 81 3295.0133Y 3496 166 3662.396 3Y 3103 78 3181.3374Y 3616 80 3695.893 4Y 3214 37 3251.3385Y 1796 39 1834.869 5Y 1536 18 1554.1166Y 2619 58 2676.830 6Y 2299 27 2326.0627Y 278 4 281.544 7Y 234 2 235.8768Y 25006 -83 25005.933 8Y 25966 -44 25966.3069Y 278 -5 277.970 9Y 234 -3 234.23410Y 2619 -75 2618.843 10Y 2299 -36 2299.07011Y 1796 -49 1795.979 11Y 1536 -24 1536.02212Y 3616 -104 3615.831 12Y 3214 -50 3214.07113Y 3496 -190 3495.940 13Y 3103 -91 3103.08014Y 2346 -127 2346.081 14Y 2052 -61 2052.03115Y 25006 -1994 25005.933 15Y 25966 -950 25966.306


14/47


15/47

1

CM

532 Kg/m

532 Kg/m

532 Kg/m


16/47


17/47

7035.64 411.857455.08 454.357033.71 448.00

10433.92 429.500.00 0.000.00 0.000.00 0.00

98236.15 0.00

2913.30 294.003217.50 294.001930.50 230.804797.00 290.301509.30 456.508716.50 518.304071.60 479.501848.60 536.852913.30 295.803217.50 230.801930.50 178.754797.00 290.301509.30 456.504071.60 479.506282.90 429.502464.02 377.402433.60 473.852464.02 448.002925.00 454.352190.24 492.301003.86 263.855445.18 1023.501003.86 263.852190.24 492.302925.00 337.502464.02 411.852433.60 454.352105.06 448.005445.18 429.50

0.00 #REF!0.00 #REF!91219.28 #REF!0.00 #REF!


18/47


19/47


20/47


21/47

4 NIVELDireccin X

Muro L(m) t(m) h(m) K (kg/cm) Y K*Y1x 4.15 0.15 11.320 5455 13.380 729912x 2.75 0.25 11.320 2789 9.480 264383x 2.75 0.15 11.320 1673 9.480 158634x 4.10 0.25 11.320 8787 8.030 705565x 2.15 0.15 11.320 813 4.500 36596x 7.45 0.25 11.320 43705 4.500 1966707x 5.80 0.15 11.320 13696 0.075 10278x 1.58 0.25 11.320 544 0.075 419x 4.15 0.15 11.320 5455 13.380 7299110x 2.75 0.25 11.320 2789 9.480 2643811x 2.75 0.15 11.320 1673 9.480 1586312x 4.10 0.25 11.320 8787 8.030 7055613x 2.15 0.15 11.320 813 4.500 365914x 5.80 0.15 11.320 13696 0.075 1027

K = 110675 K.Y = 577777 5.220

Direcci n YMuro L(m) t(m) h(m) K (kg/cm) X K*X

1Y 8.95 0.15 11.320 41008 0.075 30762Y 4.05 0.13 11.400 4327 3.730 161383Y 4.00 0.13 11.400 4177 3.730 155814Y 4.05 0.13 11.400 4327 7.380 319305Y 2.50 0.25 11.400 2068 7.450 154046Y 3.60 0.13 11.400 3095 7.380 228407Y 1.65 0.13 11.400 315 8.710 27468Y 8.95 0.13 11.400 34954 11.030 3855399Y 1.65 0.13 11.400 315 13.320 4200

10Y 3.60 0.13 11.400 3095 14.680 4543211Y 2.50 0.25 11.400 2068 14.500 2998112Y 4.05 0.13 11.400 4327 14.680 6351313Y 4.00 0.13 11.400 4177 18.330 7656614Y 3.46 0.13 11.400 2762 18.330 5063315Y 8.95 0.13 11.400 34954 21.980 768282

K = 145967 K.X = 1531861 10.4945

1

*

CR

K Y Y

K

1

*CR

K Y X

K


22/47


23/47


24/47

4 Piso 29048.153

Muro K Y d Kd V2 (Kg)1x 11881 13.380 5.220 -8.160 791041.018 -120.342x 6293 9.480 5.220 -4.260 114178.857 -33.273x 3776 9.480 5.220 -4.260 68507.314 -19.964x 19164 8.030 5.220 -2.810 151272.674 -66.835x 1856 4.500 5.220 0.720 963.643 1.666x 85851 4.500 5.220 0.720 44563.166 76.787x 28366 0.075 5.220 5.145 751015.342 181.17

CRY

t M


25/47

8x 1254 0.075 5.220 5.145 33204.904 8.019x 11881 13.380 5.220 -8.160 791041.018 -120.3410x 6293 9.480 5.220 -4.260 114178.857 -33.2711x 3776 9.480 5.220 -4.260 68507.314 -19.9612x 19164 8.030 5.220 -2.810 151272.674 -66.8313x 1856 4.500 5.220 0.720 963.643 1.6614x 28366 0.075 5.220 5.145 751015.342 181.17

Muro K X d Kd V2 (Kg)1Y 76921 0.075 10.495 10.420 8351092.681 9952Y 9640 3.730 10.495 6.765 441102.727 80.9423Y 9320 3.730 10.495 6.765 426476.923 78.2584Y 9640 7.380 10.495 3.115 93508.355 37.2675Y 4788 7.450 10.495 3.045 44381.210 18.0956Y 6982 7.380 10.495 3.115 67725.431 26.9927Y 741 8.710 10.495 1.785 2359.955 1.6428Y 66665 11.030 10.495 -0.535 19114.340 -44.3109Y 741 13.320 10.495 -2.825 5916.061 -2.599

10Y 6982 14.680 10.495 -4.185 122307.284 -36.27311Y 4788 14.500 10.495 -4.005 76817.932 -23.80612Y 9640 14.680 10.495 -4.185 168869.400 -50.08113Y 9320 18.330 10.495 -7.835 572201.466 -90.64714Y 6255 18.330 10.495 -7.835 383997.217 -60.832

15Y 66665 21.980 10.495 -11.485 8794187.841 -950.423

23401785

CR X

. . * i i RT K d

CRY t M CR X . . * i i R T K d


26/47


27/47

DISE O DE ALBA ILERIA CONFINADAf'm= 35

CUADRO DE LONGITUDES DE MUROS v'm = 9.2

Muro L(m) t(m) L*t Muro L(m) t(m) L*t

1x 4.150 0.13 0.54 1Y 2.600 0.13 0.342x 2.750 0.80 2.20 2Y 2.600 0.13 0.343x 2.750 0.13 0.36 3Y 3.100 0.13 0.404x 4.100 0.13 0.53 4Y 3.100 0.13 0.405x 2.150 0.13 0.28 5Y 3.100 0.13 0.406x 7.450 0.13 0.97 6Y 3.100 0.13 0.407x 5.800 0.13 0.75 7Y 4.130 0.13 0.548x 1.580 0.13 0.21 8Y 2.600 0.13 0.349x 4.150 0.80 3.32 9Y 2.600 0.13 0.3410x 2.750 0.13 0.36 10Y 3.100 0.13 0.4011x 2.750 0.13 0.36 11Y 3.100 0.13 0.4012x 4.100 0.13 0.53 12Y 3.100 0.13 0.4013x 2.150 0.13 0.28 13Y 3.100 0.13 0.4014x 5.800 0.13 0.75 14Y 0.000 0.13 0.00

15Y 0.000 0.13 0.00

CUADRO RESUMEN DE CARGAS AXIALES ACUMULADASEN MUROS1,2,3 PISOS

L t CM CV Pg Pm s22CM s22CV sm1x 4.150 0.13 6.3 0.3 6.3 6.6 11.6 0.5 12.22x 2.750 0.80 6.6 0.3 6.7 6.9 3.0 0.1 3.13x 2.750 0.13 4.5 0.2 4.6 4.8 12.7 0.6 13.34x 4.100 0.13 8.3 0.3 8.3 8.5 15.5 0.5 16.05x 2.150 0.13 6.5 0.5 6.6 6.9 23.2 1.6 24.8

6x 7.450 0.13 14.9 0.5 15.0 15.4 15.4 0.5 15.97x 5.800 0.13 9.5 0.5 9.6 10.0 12.6 0.6 13.28x 1.580 0.13 7.7 0.5 7.8 8.2 37.5 2.6 40.19x 4.150 0.80 6.3 0.3 6.4 6.6 1.9 0.1 2.010x 2.750 0.13 5.9 0.2 6.0 6.2 16.6 0.6 17.211x 2.750 0.13 4.0 0.2 4.0 4.2 11.1 0.5 11.612x 4.100 0.13 8.3 0.3 8.3 8.5 15.5 0.5 16.013x 2.150 0.13 6.5 0.5 6.6 6.9 23.2 1.6 24.814x 5.800 0.13 9.5 0.5 9.6 10.0 12.6 0.6 13.2

L t CM CV Pg Pm s22CM s22CV sm

1Y 2.600 0.13 11.3 0.4 11.4 11.8 33.5 1.3 34.82Y 2.600 0.13 6.7 0.4 6.8 7.0 19.7 1.1 20.83Y 3.100 0.13 7.7 0.5 7.8 8.1 19.0 1.2 20.24Y 3.100 0.13 7.4 0.4 7.5 7.9 18.4 1.1 19.55Y 3.100 0.13 8.0 0.5 8.1 8.5 19.8 1.2 21.06Y 3.100 0.13 7.6 0.3 7.7 7.9 18.9 0.7 19.57Y 4.130 0.13 3.9 1.0 4.1 4.9 7.2 1.9 9.18Y 2.600 0.13 16.8 0.3 16.8 17.0 49.6 0.8 50.39Y 2.600 0.13 3.9 0.5 4.0 4.4 11.5 1.5 13.010Y 3.100 0.13 7.6 0.3 7.7 7.9 18.9 0.8 19.711Y 3.100 0.13 6.7 0.4 6.8 7.2 16.7 1.0 17.712Y 3.100 0.13 7.0 0.5 7.1 7.5 17.5 1.1 18.613Y 3.100 0.13 7.5 0.4 7.6 7.9 18.5 1.1 19.614Y 0.000 0.13 7.0 0.4 7.1 7.5 #DIV/0! #DIV/0! #DIV/0!15Y 0.000 0.13 10.4 0.0 10.4 10.4 #DIV/0! #DIV/0! #DIV/0!

Muros

DIRECCION Y-YSECCI0N CARGA ACUMULADA ESF. AXIAL ACT.

En la direccin X-X En la direccin Y-Y

DIRECCION X-XSECCI0N CARGA ACUMULADA ESF. AXIAL ACT.

Muros


28/47

4 PISO

ESF. AXIAL ACT.L t CM CV Pg Pm s22CM s22CV sm

1x 4.150 0.130 2.9 0.3 3.0 3.2 5.4 0.5 5.9

2x 2.750 0.800 3.2 0.3 3.3 3.5 1.5 0.1 1.63x 2.750 0.130 1.9 0.2 2.0 2.2 5.4 0.6 6.04x 4.100 0.130 4.8 0.3 4.9 5.1 9.0 0.5 9.55x 2.150 0.130 1.5 0.5 1.6 2.0 5.4 1.6 7.06x 7.450 0.130 8.7 0.5 8.8 9.2 9.0 0.5 9.57x 5.800 0.130 4.1 0.5 4.2 4.6 5.4 0.6 6.08x 1.580 0.130 1.8 0.5 2.0 2.4 9.0 2.6 11.69x 4.150 0.800 2.9 0.3 3.0 3.2 0.9 0.1 1.010x 2.750 0.130 3.2 0.2 3.3 3.4 9.0 0.6 9.611x 2.750 0.130 1.9 0.2 2.0 2.1 5.4 0.5 5.912x 4.100 0.130 4.8 0.3 4.9 5.1 9.0 0.5 9.513x 2.150 0.130 1.5 0.5 1.6 2.0 5.4 1.6 7.014x 5.800 0.130 4.1 0.5 4.2 4.6 5.4 0.6 6.0

DIRECCION Y-YESF. AXIAL ACT.

L t CM CV Pg Pm s22CM s22CV sm1Y 2.600 0.130 6.3 0.4 6.4 6.7 18.6 1.3 19.92Y 2.600 0.130 2.5 0.4 2.6 2.8 7.3 1.1 8.43Y 3.100 0.130 2.4 0.5 2.6 2.9 6.0 1.2 7.24Y 3.100 0.130 2.5 0.4 2.6 2.9 6.1 1.1 7.25Y 3.100 0.130 2.9 0.5 3.0 3.4 7.3 1.1 8.46Y 3.100 0.130 2.2 0.5 2.3 2.7 5.4 1.2 6.77Y 4.130 0.130 1.0 0.3 1.1 1.3 1.9 0.5 2.48Y 2.600 0.130 5.4 1.0 5.7 6.5 16.1 3.0 19.19Y 2.600 0.130 1.0 0.3 1.1 1.3 3.0 0.8 3.810Y 3.100 0.130 2.2 0.5 2.3 2.7 5.4 1.2 6.711Y 3.100 0.130 2.9 0.3 3.0 3.3 7.3 0.8 8.1

12Y 3.100 0.130 2.5 0.4 2.6 2.9 6.1 1.0 7.113Y 3.100 0.130 2.4 0.5 2.5 2.9 6.0 1.1 7.214Y 0.000 0.130 2.1 0.4 2.2 2.6 #DIV/0! #DIV/0! #DIV/0!15Y 0.000 0.130 5.4 0.4 5.6 5.9 #DIV/0! #DIV/0! #DIV/0!

CUADRO RESUMEN DE ESFUERZOS SISMICOS EN LOS MUROS1 PISO

t(m) L(m) Ve (Ton) Me (t.m) VE (t.) ME (t.m) S22cs S 21CS1x 0.13 4.15 10.0 28.0 20.0 56.1 150.3 37.12x 0.80 2.75 7.5 20.9 14.9 41.8 41.4 6.83x 0.13 2.75 4.5 12.5 9.0 25.1 153.0 25.04x 0.13 4.10 16.3 45.8 32.7 91.5 251.3 61.3

5x 0.13 2.15 2.6 7.3 5.2 14.5 145.1 18.66x 0.13 7.45 41.1 115.2 82.3 230.3 191.5 84.97x 0.13 5.80 18.1 50.8 36.3 101.5 139.3 48.18x 0.13 1.58 2.1 5.8 4.2 11.6 215.3 20.29x 0.80 4.15 10.0 28.0 20.0 56.1 24.4 6.010x 0.13 2.75 7.5 20.9 14.9 41.8 255.0 41.711x 0.13 2.75 4.5 12.5 9.0 25.1 153.0 25.012x 0.13 4.10 16.3 45.8 32.7 91.5 251.3 61.313x 0.13 2.15 2.6 7.3 5.2 14.5 145.1 18.614x 0.13 5.80 18.1 50.8 36.3 101.5 139.3 48.11Y 0.13 2.60 33.6 94.1 67.2 188.3 1285.6 199.02Y 0.13 2.60 8.8 24.7 17.6 49.4 337.3 52.23Y 0.13 3.10 8.6 24.2 17.3 48.3 232.0 42.84Y 0.13 3.10 8.5 23.9 17.1 47.8 229.6 42.45Y 0.13 3.10 6.2 17.4 12.4 34.7 166.9 30.86Y 0.13 3.10 6.9 19.3 13.8 38.5 185.0 34.17Y 0.13 4.13 1.2 3.3 2.3 6.5 17.6 4.38Y 0.13 2.60 26.5 74.2 53.0 148.5 1013.7 156.99Y 0 13 2 60 1 1 3 2 2 3 6 4 43 7 6 8

Sismo Severo Esf. sis.sev.

Muros

M u r o s

Seccin Sismo Moderado

Muros

DIRECCION X-XCARGA ACUMULADASECCI0N

SECCI0N CARGA ACUMULADA


29/47

10Y 0.13 3.10 6.7 18.7 13.3 37.4 179.5 33.111Y 0.13 3.10 6.0 16.9 12.0 33.7 162.0 29.912Y 0.13 3.10 8.3 23.2 16.6 46.4 222.8 41.113Y 0.13 3.10 8.1 22.7 16.2 45.4 217.9 40.214Y 0.13 0.00 6.2 17.3 12.4 34.6 #DIV/0! #DIV/0!15Y 0.13 0.00 26.5 74.2 53.0 148.5 #DIV/0! #DIV/0!

S22CS = ME / I * (L/2) Esfuerzo axial generado por sismo severoS21CS = VE / (t * L) Esfuerzo cortante generado por sismo severoLos espesores son slo referenciales, se toman como datos las ME, VE. I=12(t)(l)(exp3)

2 PISO


5x 0.13 2.15 1.422 4.0 2.8 8.0 79.5 10.26x 0.13 7.45 46.885 131.3 93.8 262.6 218.3 96.87x 0.13 5.80 17.614 49.3 35.2 98.6 135.3 46.78x 0.13 1.58 1.013 2.8 2.0 5.7 104.9 9.99x 0.80 4.15 7.977 22.3 16.0 44.7 19.5 4.810x 0.13 2.75 4.630 13.0 9.3 25.9 158.2 25.911x 0.13 2.75 2.778 7.8 5.6 15.6 94.9 15.512x 0.13 4.10 12.911 36.2 25.8 72.3 198.5 48.413x 0.13 2.15 1.422 4.0 2.8 8.0 79.5 10.214x 0.13 5.80 17.614 49.3 35.2 98.6 135.3 46.71Y 0.13 2.60 36.582 102.4 73.2 204.9 1398.7 216.52Y 0.13 2.60 6.017 16.8 12.0 33.7 230.1 35.63Y 0.13 3.10 5.838 16.3 11.7 32.7 157.0 29.04Y 0.13 3.10 5.866 16.4 11.7 32.8 157.8 29.15Y 0.13 3.10 3.216 9.0 6.4 18.0 86.5 16.0

6Y 0.13 3.10 4.380 12.3 8.8 24.5 117.8 21.77Y 0.13 4.13 0.514 1.4 1.0 2.9 7.8 1.98Y 0.13 2.60 29.467 82.5 58.9 165.0 1126.7 174.49Y 0.13 2.60 0.508 1.4 1.0 2.8 19.4 3.010Y 0.13 3.10 4.281 12.0 8.6 24.0 115.1 21.211Y 0.13 3.10 3.145 8.8 6.3 17.6 84.6 15.612Y 0.13 3.10 6.172 17.3 12.3 34.6 166.0 30.613Y 0.13 3.10 5.988 16.8 12.0 33.5 161.0 29.714Y 0.13 0.00 4.167 11.7 8.3 23.3 #DIV/0! #DIV/0!15Y 0.13 0.00 31.721 88.8 63.4 177.6 #DIV/0! #DIV/0!

S22CS = ME / I * (L/2) Esfuerzo axial generado por sismo severo

S21CS = VE / (t * L) Esfuerzo cortante generado por sismo severoLos espesores son slo referenciales, se toman como datos las ME, VE. I=12(t)(l)(exp3)

Seccin Sismo Moderado Sismo Severo Esf. sis.sev.

M u r o s


30/47


5x 0.13 2.15 0.9 2.5 1.8 4.9 49.2 6.36x 0.13 7.45 40.5 113.4 81.0 226.9 188.7 83.77x 0.13 5.80 13.4 37.5 26.8 75.0 102.8 35.58x 0.13 1.58 0.6 1.7 1.2 3.3 61.3 5.89x 0.80 4.15 5.6 15.7 11.2 31.4 13.7 3.410x 0.13 2.75 3.0 8.3 5.9 16.6 101.5 16.611x 0.13 2.75 1.8 5.0 3.6 10.0 60.9 10.012x 0.13 4.10 9.0 25.3 18.1 50.6 139.1 33.913x 0.13 2.15 0.9 2.5 1.8 4.9 49.0 6.314x 0.13 5.80 13.4 37.5 26.8 75.0 102.8 35.51Y 0.13 2.60 31.0 86.7 61.9 173.4 1183.8 183.22Y 0.13 2.60 3.8 10.6 7.6 21.2 144.8 22.43Y 0.13 3.10 3.7 10.3 7.3 20.5 98.5 18.24Y 0.13 3.10 3.7 10.3 7.4 20.7 99.4 18.35Y 0.13 3.10 1.8 5.1 3.7 10.3 49.3 9.1

6Y 0.13 3.10 2.7 7.5 5.4 15.0 72.0 13.37Y 0.13 4.13 0.3 0.8 0.6 1.6 4.3 1.08Y 0.13 2.60 25.0 70.0 50.0 140.0 956.1 148.09Y 0.13 2.60 0.3 0.8 0.6 1.6 10.6 1.610Y 0.13 3.10 2.6 7.3 5.2 14.7 70.4 13.011Y 0.13 3.10 1.8 5.0 3.6 10.1 48.3 8.912Y 0.13 3.10 3.6 10.1 7.2 20.2 97.2 17.913Y 0.13 3.10 3.5 9.8 7.0 19.6 94.0 17.314Y 0.13 0.00 2.3 6.6 4.7 13.1 #DIV/0! #DIV/0!15Y 0.13 0.00 25.0 70.0 50.0 140.0 #DIV/0! #DIV/0!

S22CS = ME / I * (L/2) Esfuerzo axial generado por sismo severo

S21CS = VE / (t * L) Esfuerzo cortante generado por sismo severoLos espesores son slo referenciales, se toman como datos las ME, VE. I=12(t)(l)(exp3)

4 PISO

t(m) L(m) Ve (Ton) Me (t.m) VE (t.) ME (t.m) S22cs S 21CS1x 0.13 4.15 3.0 8.3 5.9 16.6 44.5 11.02x 0.80 2.75 1.5 4.2 3.0 8.5 8.4 1.43x 0.13 2.75 0.9 2.5 1.8 5.1 31.1 5.14x 0.13 4.10 4.8 13.4 9.6 26.7 73.4 17.95x 0.13 2.15 0.4 1.2 0.9 2.5 24.8 3.26x 0.13 7.45 23.8 66.7 47.7 133.5 111.0 49.27x 0.13 5.80 7.6 21.4 15.3 42.7 58.6 20.28x 0.13 1.58 0.3 0.9 0.6 1.7 31.5 3.09x 0.80 4.15 3.0 8.3 5.9 16.6 7.2 1.810x 0.13 2.75 1.5 4.2 3.0 8.5 51.8 8.511x 0.13 2.75 0.9 2.5 1.8 5.1 31.1 5.112x 0.13 4.10 4.8 13.4 9.6 26.7 73.4 17.913x 0.13 2.15 0.4 1.2 0.9 2.5 24.8 3.214x 0.13 5.80 7.6 21.4 15.3 42.7 58.6 20.21Y 0.13 2.60 31.5 88.1 62.9 176.2 1202.8 186.12Y 0.13 2.60 3.3 9.2 6.6 18.5 126.0 19.53Y 0.13 3.10 3.2 8.9 6.4 17.8 85.6 15.84Y 0.13 3.10 3.3 9.1 6.5 18.2 87.4 16.15Y 0.13 3.10 1.6 4.4 3.1 8.7 41.8 7.76Y 0.13 3.10 2.3 6.5 4.7 13.0 62.6 11.57Y 0.13 4.13 0.2 0.7 0.5 1.3 3.6 0.98Y 0.13 2.60 26.0 72.7 51.9 145.4 992.8 153.69Y 0.13 2.60 0.2 0.7 0.5 1.3 9.0 1.410Y 0.13 3.10 2.3 6.4 4.6 12.9 61.8 11.411Y 0.13 3.10 1.5 4.3 3.1 8.6 41.3 7.612Y 0.13 3.10 3.2 9.0 6.4 18.0 86.4 16.013Y 0.13 3.10 3.1 8.7 6.2 17.4 83.5 15.4

Seccin Sismo Moderado Sismo Severo Esf. sis.sev.

M u r o s

Esf. sis.sev.Seccin Sismo Moderado

M u r o s

Sismo Severo


31/47

15Y 0.13 0.00 26.0 72.7 51.9 145.4 #DIV/0! #DIV/0!

S22CS = ME / I * (L/2) Esfuerzo axial generado por sismo severoS21CS = VE / (t * L) Esfuerzo cortante generado por sismo severoLos espesores son slo referenciales, se toman como datos las ME, VE.I=12(t)(l)(exp3)

ESFUERZO AXIAL MAXIMO POR CARGA DE GRAVEDAD

1 NIVEL

Muro t (m) L (m) h (m) Pg Pm sm fa1x 0.13 4.150 2.8 6.3 6.6 12.16 43.5 OK2x 0.80 2.750 2.8 6.7 6.9 3.13 52.5 OK3x 0.13 2.750 2.8 4.6 4.8 13.33 43.5 OK4x 0.13 4.100 2.8 8.3 8.5 16.03 43.5 OK5x 0.13 2.150 2.8 6.6 6.9 24.83 43.5 OK6x 0.13 7.450 2.8 15.0 15.4 15.92 43.5 OK7x 0.13 5.800 2.8 9.6 10.0 13.22 43.5 OK8x 0.13 1.580 2.8 7.8 8.2 40.12 43.5 OK9x 0.80 4.150 2.8 6.4 6.6 1.98 52.5 OK10x 0.13 2.750 2.8 6.0 6.2 17.21 43.5 OK11x 0.13 2.750 2.8 4.0 4.2 11.64 43.5 OK12x 0.13 4.100 2.8 8.3 8.5 16.03 43.5 OK13x 0.13 2.150 2.8 6.6 6.9 24.83 43.5 OK14x 0.13 5.800 2.8 9.6 10.0 13.22 43.5 OK1Y 0.13 2.600 2.8 11.4 11.8 34.81 43.5 OK2Y 0.13 2.600 2.8 6.8 7.0 20.85 43.5 OK3Y 0.13 3.100 2.8 7.8 8.1 20.19 43.5 OK4Y 0.13 3.100 2.8 7.5 7.9 19.52 43.5 OK5Y 0.13 3.100 2.8 8.1 8.5 21.03 43.5 OK6Y 0.13 3.100 2.8 7.7 7.9 19.51 43.5 OK

7Y 0.13 4.130 2.8 4.1 4.9 9.15 43.5 OK8Y 0.13 2.600 2.8 16.8 17.0 50.35 43.5 MODIFICAR9Y 0.13 2.600 2.8 4.0 4.4 12.96 43.5 OK10Y 0.13 3.100 2.8 7.7 7.9 19.69 43.5 OK11Y 0.13 3.100 2.8 6.8 7.2 17.75 43.5 OK12Y 0.13 3.100 2.8 7.1 7.5 18.59 43.5 OK13Y 0.13 3.100 2.8 7.6 7.9 19.61 43.5 OK14Y 0.13 0.000 2.8 7.1 7.5 #DIV/0! 43.5 #DIV/0!15Y 0.13 0.000 2.8 10.4 10.4 #DIV/0! 43.5 #DIV/0!

2 34NIVEL

Muro t (m) L (m) h (m) Pg Pm sm fa1x 0.13 4.150 2.6 3.0 3.2 5.94 47.1 OK2x 0.80 2.750 2.6 3.3 3.5 1.60 52.5 OK3x 0.13 2.750 2.6 2.0 2.2 6.05 47.1 OK4x 0.13 4.100 2.6 4.9 5.1 9.54 47.1 OK5x 0.13 2.150 2.6 1.6 2.0 7.03 47.1 OK6x 0.13 7.450 2.6 8.8 9.2 9.54 47.1 OK7x 0.13 5.800 2.6 4.2 4.6 6.04 47.1 OK8x 0.13 1.580 2.6 2.0 2.4 11.61 47.1 OK9x 0.80 4.150 2.6 3.0 3.2 0.97 52.5 OK10x 0.13 2.750 2.6 3.3 3.4 9.65 47.1 OK11x 0.13 2.750 2.6 2.0 2.1 5.90 47.1 OK12x 0.13 4.100 2.6 4.9 5.1 9.54 47.1 OK13x 0.13 2.150 2.6 1.6 2.0 7.03 47.1 OK14x 0.13 5.800 2.6 4.2 4.6 6.04 47.1 OK1Y 0.13 2.600 2.6 11.4 11.8 34.81 47.1 OK2Y 0.13 2.600 2.6 6.8 7.0 20.85 47.1 OK3Y 0.13 3.100 2.6 7.8 8.1 20.19 47.1 OK4Y 0.13 3.100 2.6 7.5 7.9 19.52 47.1 OK


32/47

7Y 0.13 4.130 2.6 4.1 4.9 9.15 47.1 OK8Y 0.13 2.600 2.6 16.8 17.0 50.35 47.1 MODIFICAR9Y 0.13 2.600 2.6 4.0 4.4 12.96 47.1 OK10Y 0.13 3.100 2.6 7.7 7.9 19.69 47.1 OK11Y 0.13 3.100 2.6 6.8 7.2 17.75 47.1 OK12Y 0.13 3.100 2.6 7.1 7.5 18.59 47.1 OK

13Y 0.13 3.100 2.6 7.6 7.9 19.61 47.1 OK14Y 0.13 0.000 2.6 7.1 7.5 #DIV/0! 47.1 #DIV/0!15Y 0.13 0.000 2.6 10.4 10.4 #DIV/0! 47.1 #DIV/0!

DISE O POR SISMO MODERADO - CONTROL DE FISURACION

En cada entrepiso debe verificarse que en ningn muro ocurran fisuras por corte.Para esto en cada muro debe verificarse la expresin:

Ve


33/47

1x 0.13 4.15 7.98 22.34 6.3 1 26.3 14.5 OK2x 0.8 2.75 4.63 12.96 6.7 0.982143 102.7 56.5 OK3x 0.13 2.75 2.78 7.78 4.6 0.982143 17.5 9.6 OK4x 0.13 4.1 12.91 36.15 8.3 1 26.4 14.5 OK5x 0.13 2.15 1.42 3.98 6.6 0.767857 14.4 7.9 OK6x 0.13 7.45 46.89 131.28 15.0 1 48.0 26.4 OK

7x 0.13 5.8 17.61 49.32 9.6 1 36.9 20.3 OK8x 0.13 1.58 1.01 2.84 7.8 0.564286 11.3 6.2 OK9x 0.8 4.15 7.98 22.34 6.4 1 154.2 84.8 OK10x 0.13 2.75 4.63 12.96 6.0 0.982143 17.8 9.8 OK11x 0.13 2.75 2.78 7.78 4.0 0.982143 17.4 9.6 OK12x 0.13 4.1 12.91 36.15 8.3 1 26.4 14.5 OK13x 0.13 2.15 1.42 3.98 6.6 0.767857 14.4 7.9 OK14x 0.13 5.8 17.61 49.32 9.6 1 36.9 20.3 OK1Y 0.13 2.60 36.58 102.43 11.4 0.928571 18.2 10.0 OK2Y 0.13 2.60 6.02 16.85 6.8 0.928571 17.1 9.4 OK3Y 0.13 3.10 5.84 16.35 7.8 1 20.3 11.2 OK4Y 0.13 3.10 5.87 16.42 7.5 1 20.3 11.1 OK5Y 0.13 3.10 3.22 9.00 8.1 1 20.4 11.2 OK6Y 0.13 3.10 4.38 12.26 7.7 1 20.3 11.2 OK7Y 0.13 4.13 0.51 1.44 4.1 1 25.7 14.1 OK

8Y 0.13 2.60 29.47 82.51 16.8 0.928571 19.4 10.7 OK9Y 0.13 2.60 0.51 1.42 4.0 0.928571 16.5 9.1 OK10Y 0.13 3.10 4.28 11.99 7.7 1 20.3 11.2 OK11Y 0.13 3.10 3.14 8.81 6.8 1 20.1 11.1 OK12Y 0.13 3.10 6.17 17.28 7.1 1 20.2 11.1 OK13Y 0.13 3.10 5.99 16.77 7.6 1 20.3 11.2 OK14Y 0.13 0.00 4.17 11.67 7.1 1/3 1.6 0.9 OK15Y 0.13 0.00 31.72 88.82 10.4 1/3 2.4 1.3 OK

3 NIVEL

t(m) L(m) Ve (t.) Me (t.m) Pg a Vm 0,55Vm VERIFICAC1x 0.13 4.150 5.61 15.70 6.3 1 26.3 14.5 OK2x 0.13 2.750 2.97 8.32 6.7 0.982143 18.0 9.9 OK3x 0.13 2.750 1.78 4.99 4.6 0.982143 17.5 9.6 OK4x 0.13 4.100 9.04 25.32 8.3 1 26.4 14.5 OK5x 0.13 2.150 0.88 2.46 6.6 0.767857 14.4 7.9 OK6x 0.13 7.450 40.51 113.44 15.0 1 48.0 26.4 OK7x 0.13 5.800 13.39 37.48 9.6 1 36.9 20.3 OK8x 0.13 1.580 0.59 1.66 7.8 0.564286 11.3 6.2 OK9x 0.13 4.150 5.61 15.70 6.4 1 26.3 14.5 OK10x 0.13 2.750 2.97 8.32 6.0 0.982143 17.8 9.8 OK11x 0.13 2.750 1.78 4.99 4.0 0.982143 17.4 9.6 OK12x 0.13 4.100 9.04 25.32 8.3 1 26.4 14.5 OK13x 0.13 2.150 0.88 2.45 6.6 0.767857 14.4 7.9 OK14x 0.13 5.800 13.39 37.48 9.6 1 36.9 20.3 OK1Y 0.13 2.60 30.96 86.70 11.4 0.928571 18.2 10.0 OK2Y 0.13 2.60 3.79 10.61 6.8 0.928571 17.1 9.4 OK3Y 0.13 3.10 3.66 10.25 7.8 1 20.3 11.2 OK4Y 0.13 3.10 3.70 10.35 7.5 1 20.3 11.1 OK5Y 0.13 3.10 1.83 5.14 8.1 1 20.4 11.2 OK6Y 0.13 3.10 2.68 7.50 7.7 1 20.3 11.2 OK7Y 0.13 4.13 0.28 0.79 4.1 1 25.7 14.1 OK8Y 0.13 2.60 25.01 70.02 16.8 0.928571 19.4 10.7 OK9Y 0.13 2.60 0.28 0.78 4.0 0.928571 16.5 9.1 OK10Y 0.13 3.10 2.62 7.33 7.7 1 20.3 11.2 OK11Y 0.13 3.10 1.80 5.03 6.8 1 20.1 11.1 OK12Y 0.13 3.10 3.62 10.12 7.1 1 20.2 11.1 OK13Y 0.13 3.10 3.50 9.79 7.6 1 20.3 11.2 OK14Y 0.13 0.00 2.35 6.57 7.1 1/3 1.6 0.9 OK15Y 0.13 0.00 25.01 70.02 10.4 1/3 2.4 1.3 OK

4 NIVEL

M u r o s

M u r o s


34/47

1x 0.13 4.150 2.97 8.30 3.0 1 25.5 14.0 OK2x 0.80 2.750 1.52 4.24 3.3 0.982143 102.0 56.1 OK3x 0.13 2.750 0.91 2.55 2.0 0.982143 16.9 9.3 OK4x 0.13 4.100 4.78 13.37 4.9 1 25.6 14.1 OK5x 0.13 2.150 0.44 1.24 1.6 0.767857 13.2 7.3 OK6x 0.13 7.450 23.83 66.73 8.8 1 46.6 25.6 OK7x 0.13 5.800 7.63 21.35 4.2 1 35.6 19.6 OK8x 0.13 1.580 0.30 0.85 2.0 0.564286 9.9 5.4 OK9x 0.80 4.150 2.97 8.30 3.0 1 153.4 84.4 OK10x 0.13 2.750 1.52 4.24 3.3 0.982143 17.2 9.5 OK11x 0.13 2.750 0.91 2.55 2.0 0.982143 16.9 9.3 OK12x 0.13 4.100 4.78 13.37 4.9 1 25.6 14.1 OK13x 0.13 2.150 0.44 1.24 1.6 0.767857 13.2 7.3 OK14x 0.13 5.800 7.63 21.35 4.2 1 35.6 19.6 OK1Y 0.13 2.60 31.46 88.09 6.4 0.928571 17.0 9.4 OK2Y 0.13 2.60 3.30 9.23 2.6 0.928571 16.1 8.9 OK3Y 0.13 3.10 3.18 8.91 2.6 1 19.1 10.5 OK4Y 0.13 3.10 3.25 9.10 2.6 1 19.1 10.5 OK5Y 0.13 3.10 1.55 4.35 3.0 1 19.2 10.6 OK6Y 0.13 3.10 2.33 6.51 2.3 1 19.1 10.5 OK7Y 0.13 4.13 0.24 0.66 1.1 1 24.9 13.7 OK8Y 0.13 2.60 25.97 72.71 5.7 0.928571 16.9 9.3 OK9Y 0.13 2.60 0.23 0.66 1.1 0.928571 15.8 8.7 OK10Y 0.13 3.10 2.30 6.44 2.3 1 19.1 10.5 OK11Y 0.13 3.10 1.54 4.30 3.0 1 19.2 10.6 OK12Y 0.13 3.10 3.21 9.00 2.6 1 19.1 10.5 OK13Y 0.13 3.10 3.10 8.69 2.5 1 19.1 10.5 OK14Y 0.13 0.00 2.05 5.75 2.2 1/3 0.5 0.3 OK15Y 0.13 0.00 25.97 72.71 5.6 1/3 1.3 0.7 OK

VERIFICACION DE LA RESISTENCIA AL CORTE

S Vm >= VE

1 NIVEL

1x 1Y2x 2Y3x 3Y

Si se verifica que S Vm > 3 VE , entonces todos los muros del edificio se comportarn elsticamente ante sismo severo. Eneste caso, aqu termina el diseo ante fuerza coplanar. Se coloca refuerzo mnimo a los muros, para brindar arriostramiento y

soporte ante cargas perpendiculares a su plano.

X-X Y-YVm

M u r o s

En cada entrepiso y en cada direccin principal del edificio se deber cumplir que la resistencia al corte de los muros ( SV m)sea mayor que la fuerza cortante producida por el sismo severo en ese entrepiso ( VE). En el clculo deS Vm, solo deben

incluirse los muros reforzados (confinados y armados) y los muros de concreto armado, en los que no debe considerarse lacontribucin del refuerzo horizontal.

Si fuere necesario, para dar cumplimiento a la expresin anterior, en algunos muros del entrepiso debe mejorarse la calidad dela albailera, incrementar su espesor o convertirlos en placas de concreto armado. Para estas dos ltimas alternativas, deber

hacerse nuevo anlisis del edificio.

El cumplimiento de la expresin (S Vm >= VE ) por los muros portantes de carga ssmica, el resto de muros interiores deledificio podrn ser no reforzados ante la accin smica coplanar.

18.2102.7

Vm26.3

17.117.5 20.3


35/47

4x 4Y5x 5Y6x 6Y7x 7Y8x 8Y9x 9Y10x 10Y11x 11Y12x 12Y13x 13Y14x 14Y

15Y

OK

2 NIVEL

X-X Y-YVm Vm

Muros 1x 16.0 Muros 1Y 73.22x 9.3 2Y 12.03x 5.6 3Y 11.74x 25.8 4Y 11.75x 2.8 5Y 6.46x 93.8 6Y 8.87x 35.2 7Y 1.08x 2.0 8Y 58.99x 16.0 9Y 1.010x 9.3 10Y 8.611x 5.6 11Y 6.312x 25.8 12Y 12.313x 2.8 13Y 12.014x 35.2 14Y 8.3

15Y 63.4285.1

OK 295.7 OK3 NIVEL

Y-YX-X VmVm Muros 1Y 18.2

Muros 1x 26.3 2Y 17.12x 18.0 3Y 20.33x 17.5 4Y 20.34x 26.4 5Y 20.45x 14.4 6Y 20.36x 48.0 7Y 25.77x 36.9 8Y 19.48x 11.3 9Y 16.5

9x 26.3 10Y 20.310x 17.8 11Y 20.111x 17.4 12Y 20.212x 26.4 13Y 20.313x 14.4 14Y 1.614x 36.9 15Y 2.4

337.9OK 263.0 OK

4 NIVEL

X-X Y-YVm VmMuros 1x 25.5 Muros 1Y 17.0

OK

2.4605.6

263.0

14.4 20.3

36.9 25.7Muros

Muros

36.9 1.6

20.448.0 20.3

26.4 20.3

26.4 20.2

154.2 16.517.8 20.317.4 20.1

11.3 19.4

14.4


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2x 102.0 2Y 16.13x 16.9 3Y 19.14x 25.6 4Y 19.15x 13.2 5Y 19.26x 46.6 6Y 19.17x 35.6 7Y 24.98x 9.9 8Y 16.99x 153.4 9Y 15.810x 17.2 10Y 19.111x 16.9 11Y 19.212x 25.6 12Y 19.113x 13.2 13Y 19.114x 35.6 14Y 0.5

15Y 1.3537.4

OK

2. Verificar el agrietamiento diagonal en los entrepisos superiores.

3. Disear los confinamientos para la combinacin de fuerzas de corte, traccin o compresin y corte-friccin.

Vui = Vei. ( Vm1/Ve1 ) (Fuerza cortante de diseo)

Mui = Mei. ( Vm1/Ve1 ) (Momento de diseo)

2 = Vm con s m >= 0.05 f'm. En los pisos de ms de 3 pisos,necesariamente debern llevar refuerzo horizontal todos los muros portantes del primer entrepiso.

FUERZAS INTERNAS POR SISMO SEVERO

REFUERZO HORIZONTAL EN MUROS

Las fuerzas internas que se requieren para el diseo de los muros en el entrepiso i sern las del sismo severo ( Vui, Mui).Estas se obtienen amplificando los valores obtenidos en el anlisis elstico para sismo moderado ( Vei, Mei) por el factor Vm1/

Ve1 (del primer entrepiso). Este factor debe estar entre 2 y 3.

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8x 0.13 1.58 2.1 5.8 11.3 3.00 6.2 17.59x 0.80 4.15 10.0 28.0 154.2 3.00 30.1 84.1

10x 0.13 2.75 7.5 20.9 17.8 2.39 17.8 49.911x 0.13 2.75 4.5 12.5 17.4 3.00 13.4 37.612x 0.13 4.10 16.3 45.8 26.4 2.00 32.7 91.513x 0.13 2.15 2.6 7.3 14.4 3.00 7.8 21.814x 0.13 5.80 18.1 50.8 36.9 2.04 36.9 103.31Y 0.13 2.600 33.6 94.1 18.2 2.00 67.2 188.32Y 0.13 2.600 8.8 24.7 17.1 2.00 17.6 49.43Y 0.13 3.100 8.6 24.2 20.3 2.36 20.3 56.94Y 0.13 3.100 8.5 23.9 20.3 2.37 20.3 56.85Y 0.13 3.100 6.2 17.4 20.4 3.00 18.6 52.16Y 0.13 3.100 6.9 19.3 20.3 2.95 20.3 56.87Y 0.13 4.130 1.2 3.3 25.7 3.00 3.5 9.88Y 0.13 2.600 26.5 74.2 19.4 2.00 53.0 148.59Y 0.13 2.600 1.1 3.2 16.5 3.00 3.4 9.610Y 0.13 3.100 6.7 18.7 20.3 3.00 20.0 56.111Y 0.13 3.100 6.0 16.9 20.1 3.00 18.1 50.612Y 0.13 3.100 8.3 23.2 20.2 2.44 20.2 56.513Y 0.13 3.100 8.1 22.7 20.3 2.50 20.3 56.814Y 0.13 0.000 6.2 17.3 1.6 2.00 12.4 34.615Y 0.13 0.000 26.5 74.2 2.4 2.00 53.0 148.5

2 NIVEL

t(m) L(m) Ve (t.) Me (t.m) Vm Factor Vu Mu1x 0.13 4.15 8.0 22.3 26.3 3.00 23.9 67.02x 0.8 2.75 4.6 13.0 102.7 3.00 13.9 38.93x 0.13 2.75 2.8 7.8 17.5 3.00 8.3 23.34x 0.13 4.1 12.9 36.2 26.4 2.05 26.4 74.05x 0.13 2.15 1.4 4.0 14.4 3.00 4.3 11.96x 0.13 7.45 46.9 131.3 48.0 2.00 93.8 262.67x 0.13 5.8 17.6 49.3 36.9 2.09 36.9 103.38x 0.13 1.58 1.0 2.8 11.3 3.00 3.0 8.59x 0.8 4.15 8.0 22.3 154.2 3.00 23.9 67.0

10x 0.13 2.75 4.6 13.0 17.8 3.00 13.9 38.911x 0.13 2.75 2.8 7.8 17.4 3.00 8.3 23.312x 0.13 4.1 12.9 36.2 26.4 2.05 26.4 74.013x 0.13 2.15 1.4 4.0 14.4 3.00 4.3 11.914x 0.13 5.8 17.6 49.3 36.9 2.09 36.9 103.31Y 0.13 2.6 36.6 102.4 18.2 2.00 73.2 204.92Y 0.13 2.6 6.0 16.8 17.1 2.84 17.1 47.93Y 0.13 3.1 5.8 16.3 20.3 3.00 17.5 49.04Y 0.13 3.1 5.9 16.4 20.3 3.00 17.6 49.35Y 0.13 3.1 3.2 9.0 20.4 3.00 9.6 27.06Y 0.13 3.1 4.4 12.3 20.3 3.00 13.1 36.87Y 0.13 4.13 0.5 1.4 25.7 3.00 1.5 4.38Y 0.13 2.6 29.5 82.5 19.4 2.00 58.9 165.09Y 0.13 2.6 0.5 1.4 16.5 3.00 1.5 4.310Y 0.13 3.1 4.3 12.0 20.3 3.00 12.8 36.011Y 0.13 3.1 3.1 8.8 20.1 3.00 9.4 26.412Y 0.13 3.1 6.2 17.3 20.2 3.00 18.5 51.813Y 0.13 3.1 6.0 16.8 20.3 3.00 18.0 50.314Y 0.13 0 4.2 11.7 1.6 2.00 8.3 23.315Y 0.13 0 31.7 88.8 2.4 2.00 63.4 177.6

3 NIVEL

t(m) L(m) Ve (t.) Me (t.m) Vm Factor Vu Mu1x 0.13 4.15 5.6 15.7 26.3 3.00 16.8 47.12x 0.8 2.75 3.0 8.3 18.0 3.00 8.9 24.93x 0.13 2.75 1.8 5.0 17.5 3.00 5.3 15.04x 0.13 4.1 9.0 25.3 26.4 2.92 26.4 74.05x 0.13 2.15 0.9 2.5 14.4 3.00 2.6 7.4

M u r o s

M u r o s


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6x 0.13 7.45 40.5 113.4 48.0 2.00 81.0 226.97x 0.13 5.8 13.4 37.5 36.9 2.76 36.9 103.38x 0.13 1.58 0.6 1.7 11.3 3.00 1.8 5.09x 0.8 4.15 5.6 15.7 26.3 3.00 16.8 47.110x 0.13 2.75 3.0 8.3 17.8 3.00 8.9 24.911x 0.13 2.75 1.8 5.0 17.4 3.00 5.3 15.012x 0.13 4.1 9.0 25.3 26.4 2.92 26.4 74.013x 0.13 2.15 0.9 2.5 14.4 3.00 2.6 7.414x 0.13 5.8 13.4 37.5 36.9 2.76 36.9 103.31Y 0.13 2.6 31.0 86.7 18.2 2.00 61.9 173.42Y 0.13 2.6 3.8 10.6 17.1 3.00 11.4 31.83Y 0.13 3.1 3.7 10.3 20.3 3.00 11.0 30.84Y 0.13 3.1 3.7 10.3 20.3 3.00 11.1 31.05Y 0.13 3.1 1.8 5.1 20.4 3.00 5.5 15.46Y 0.13 3.1 2.7 7.5 20.3 3.00 8.0 22.57Y 0.13 4.13 0.3 0.8 25.7 3.00 0.8 2.48Y 0.13 2.6 25.0 70.0 19.4 2.00 50.0 140.09Y 0.13 2.6 0.3 0.8 16.5 3.00 0.8 2.310Y 0.13 3.1 2.6 7.3 20.3 3.00 7.9 22.011Y 0.13 3.1 1.8 5.0 20.1 3.00 5.4 15.112Y 0.13 3.1 3.6 10.1 20.2 3.00 10.8 30.413Y 0.13 3.1 3.5 9.8 20.3 3.00 10.5 29.414Y 0.13 0 2.3 6.6 1.6 2.00 4.7 13.115Y 0.13 0 25.0 70.0 2.4 2.00 50.0 140.0

4 NIVEL

t(m) L(m) Ve (t.) Me (t.m) Vm Factor Vu Mu1x 0.13 4.15 3.0 8.3 25.5 3.00 8.9 24.92x 0.8 2.75 1.5 4.2 102.0 3.00 4.5 12.73x 0.13 2.75 0.9 2.5 16.9 3.00 2.7 7.64x 0.13 4.1 4.8 13.4 25.6 3.00 14.3 40.15x 0.13 2.15 0.4 1.2 13.2 3.00 1.3 3.76x 0.13 7.45 23.8 66.7 46.6 2.00 47.7 133.57x 0.13 5.8 7.6 21.4 35.6 3.00 22.9 64.18x 0.13 1.58 0.3 0.9 9.9 3.00 0.9 2.69x 0.8 4.15 3.0 8.3 153.4 3.00 8.9 24.910x 0.13 2.75 1.5 4.2 17.2 3.00 4.5 12.711x 0.13 2.75 0.9 2.5 16.9 3.00 2.7 7.612x 0.13 4.1 4.8 13.4 25.6 3.00 14.3 40.113x 0.13 2.15 0.4 1.2 13.2 3.00 1.3 3.714x 0.13 5.8 7.6 21.4 35.6 3.00 22.9 64.11Y 0.13 2.6 31.5 88.1 17.0 2.00 62.9 176.22Y 0.13 2.6 3.3 9.2 16.1 3.00 9.9 27.73Y 0.13 3.1 3.2 8.9 19.1 3.00 9.5 26.74Y 0.13 3.1 3.3 9.1 19.1 3.00 9.8 27.35Y 0.13 3.1 1.6 4.4 19.2 3.00 4.7 13.16Y 0.13 3.1 2.3 6.5 19.1 3.00 7.0 19.57Y 0.13 4.13 0.2 0.7 24.9 3.00 0.7 2.08Y 0.13 2.6 26.0 72.7 16.9 2.00 51.9 145.49Y 0.13 2.6 0.2 0.7 15.8 3.00 0.7 2.010Y 0.13 3.1 2.3 6.4 19.1 3.00 6.9 19.311Y 0.13 3.1 1.5 4.3 19.2 3.00 4.6 12.912Y 0.13 3.1 3.2 9.0 19.1 3.00 9.6 27.013Y 0.13 3.1 3.1 8.7 19.1 3.00 9.3 26.114Y 0.13 0 2.1 5.7 0.5 2.00 4.1 11.515Y 0.13 0 26.0 72.7 1.3 2.00 51.9 145.4

VERIFICACION DEL AGRIETAMIENTO DE MUROS DE ENTREPISOS SUPERIORES Y DE LA NECESIDAD DE REFUERZO HORIZONTAL.

1 NIVEL

t(m) L(m) Pm m Vm Vu Reforz. Horiz,

M u r o s

M u r o s

Verif. Agriet.


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1x 0.13 4.150 6.6 12.16 26.3 26.3 Reforzar 2x 0.80 2.750 6.9 3.13 102.7 22.4 No reforzar3x 0.13 2.750 4.8 13.33 17.5 13.4 No reforzar4x 0.13 4.100 8.5 16.03 26.4 32.7 Reforzar 5x 0.13 2.150 6.9 24.83 14.4 7.8 Reforzar 6x 0.13 7.450 15.4 15.92 48.0 82.3 Reforzar 7x 0.13 5.800 10.0 13.22 36.9 36.9 Reforzar 8x 0.13 1.580 8.2 40.12 11.3 6.2 Reforzar 9x 0.80 4.150 6.6 1.98 154.2 30.1 No reforzar10x 0.13 2.750 6.2 17.21 17.8 17.8 Reforzar 11x 0.13 2.750 4.2 11.64 17.4 13.4 No reforzar12x 0.13 4.100 8.5 16.03 26.4 32.7 Reforzar 13x 0.13 2.150 6.9 24.83 14.4 7.8 Reforzar 14x 0.13 5.800 10.0 13.22 36.9 36.9 Reforzar 1Y 0.13 2.600 11.8 34.81 18.2 67.2 Reforzar 2Y 0.13 2.600 7.0 20.85 17.1 17.6 Reforzar 3Y 0.13 3.100 8.1 20.19 20.3 20.3 Reforzar 4Y 0.13 3.100 7.9 19.52 20.3 20.3 Reforzar 5Y 0.13 3.100 8.5 21.03 20.4 18.6 Reforzar 6Y 0.13 3.100 7.9 19.51 20.3 20.3 Reforzar 7Y 0.13 4.130 4.9 9.15 25.7 3.5 No reforza8Y 0.13 2.600 17.0 50.35 19.4 53.0 Reforzar 9Y 0.13 2.600 4.4 12.96 16.5 3.4 No reforza10Y 0.13 3.100 7.9 19.69 20.3 20.0 Reforzar 11Y 0.13 3.100 7.2 17.75 20.1 18.1 Reforzar 12Y 0.13 3.100 7.5 18.59 20.2 20.2 Reforzar 13Y 0.13 3.100 7.9 19.61 20.3 20.3 Reforzar 14Y 0.13 0.000 7.5 #DIV/0! 1.6 12.4 #DIV/015Y 0.13 0.000 10.4 #DIV/0! 2.4 53.0 #DIV/0

2 NIVEL

t(m) L(m) Pm m Vm Vu Reforz. Horiz1x 0.13 4.150 6.6 12.16 26.3 23.9 No reforzar2x 0.80 2.750 6.9 3.13 102.7 13.9 No reforzar3x 0.13 2.750 4.8 13.33 17.5 8.3 No reforzar4x 0.13 4.100 8.5 16.03 26.4 26.4 Reforzar 5x 0.13 2.150 6.9 24.83 14.4 4.3 Reforzar 6x 0.13 7.450 15.4 15.92 48.0 93.8 Reforzar 7x 0.13 5.800 10.0 13.22 36.9 36.9 Reforzar 8x 0.13 1.580 8.2 40.12 11.3 3.0 Reforzar 9x 0.80 4.150 6.6 1.98 154.2 23.9 No reforzar10x 0.13 2.750 6.2 17.21 17.8 13.9 No reforzar11x 0.13 2.750 4.2 11.64 17.4 8.3 No reforzar12x 0.13 4.100 8.5 16.03 26.4 26.4 Reforzar 13x 0.13 2.150 6.9 24.83 14.4 4.3 Reforzar 14x 0.13 5.800 10.0 13.22 36.9 36.9 Reforzar 1Y 0.13 2.600 11.8 34.81 18.2 73.2 Reforzar 2Y 0.13 2.600 7.0 20.85 17.1 17.1 Reforzar 3Y 0.13 3.100 8.1 20.19 20.3 17.5 Reforzar 4Y 0.13 3.100 7.9 19.52 20.3 17.6 Reforzar 5Y 0.13 3.100 8.5 21.03 20.4 9.6 Reforzar 6Y 0.13 3.100 7.9 19.51 20.3 13.1 Reforzar 7Y 0.13 4.130 4.9 9.15 25.7 1.5 No reforza8Y 0.13 2.600 17.0 50.35 19.4 58.9 Reforzar 9Y 0.13 2.600 4.4 12.96 16.5 1.5 No reforza10Y 0.13 3.100 7.9 19.69 20.3 12.8 Reforzar 11Y 0.13 3.100 7.2 17.75 20.1 9.4 Reforzar 12Y 0.13 3.100 7.5 18.59 20.2 18.5 Reforzar 13Y 0.13 3.100 7.9 19.61 20.3 18.0 Reforzar 14Y 0.13 0.000 7.5 #DIV/0! 1.6 8.3 #DIV/0

15Y 0.13 0.000 10.4 #DIV/0! 2.4 63.4 #DIV/0

Agriet.No agriet. Agriet. Agriet.

M u r o s

Agriet.No agriet.No agriet. Agriet.

No agriet. Agriet.

Agriet.No agriet.No agriet. Agriet.

No agriet.

Agriet.No agriet. Agriet.

No agriet.

Agriet. Agriet. Agriet.

No agriet.

Agriet. Agriet.

No agriet.No agriet. Agriet. Agriet.

M u r o s

No agriet.No agriet.No agriet. Agriet.

No agriet. Agriet. Agriet.

No agriet.No agriet.No agriet.No agriet.

Verif. Agriet.

Agriet.No agriet.No agriet.No agriet.

Agriet.No agriet. Agriet. Agriet.

No agriet. Agriet.

No agriet.


Agriet.

No agriet.

No agriet.


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t(m) L(m) Pm m Vm Vu Reforz. Hori1x 0.13 4.150 6.6 12.16 26.3 16.8 No reforza2x 0.80 2.750 6.9 3.13 18.0 8.9 No reforza3x 0.13 2.750 4.8 13.33 17.5 5.3 No reforza4x 0.13 4.100 8.5 16.03 26.4 26.4 Reforzar 5x 0.13 2.150 6.9 24.83 14.4 2.6 Reforzar 6x 0.13 7.450 15.4 15.92 48.0 81.0 Reforzar 7x 0.13 5.800 10.0 13.22 36.9 36.9 Reforzar 8x 0.13 1.580 8.2 40.12 11.3 1.8 Reforzar 9x 0.80 4.150 6.6 1.98 26.3 16.8 No reforza10x 0.13 2.750 6.2 17.21 17.8 8.9 No reforza11x 0.13 2.750 4.2 11.64 17.4 5.3 No reforza12x 0.13 4.100 8.5 16.03 26.4 26.4 Reforzar 13x 0.13 2.150 6.9 24.83 14.4 2.6 Reforzar 14x 0.13 5.800 10.0 13.22 36.9 36.9 Reforzar 1Y 0.13 2.600 11.8 34.81 18.2 61.9 Reforzar 2Y 0.13 2.600 7.0 20.85 17.1 11.4 Reforzar 3Y 0.13 3.100 8.1 20.19 20.3 11.0 Reforzar 4Y 0.13 3.100 7.9 19.52 20.3 11.1 Reforzar

5Y 0.13 3.100 8.5 21.03 20.4 5.5 Reforzar 6Y 0.13 3.100 7.9 19.51 20.3 8.0 Reforzar 7Y 0.13 4.130 4.9 9.15 25.7 0.8 No reforza8Y 0.13 2.600 17.0 50.35 19.4 50.0 Reforzar 9Y 0.13 2.600 4.4 12.96 16.5 0.8 No reforza10Y 0.13 3.100 7.9 19.69 20.3 7.9 Reforzar 11Y 0.13 3.100 7.2 17.75 20.1 5.4 Reforzar 12Y 0.13 3.100 7.5 18.59 20.2 10.8 Reforzar 13Y 0.13 3.100 7.9 19.61 20.3 10.5 Reforzar 14Y 0.13 0.000 7.5 #DIV/0! 1.6 4.7 #DIV/15Y 0.13 0.000 10.4 #DIV/0! 2.4 50.0 #DIV/

4 NIVEL

t(m) L(m) Pm m Vm Vu Reforz. Hori1x 0.13 4.150 6.6 12.16 25.5 8.9 No reforza2x 0.80 2.750 6.9 3.13 102.0 4.5 No reforza3x 0.13 2.750 4.8 13.33 16.9 2.7 No reforza4x 0.13 4.100 8.5 16.03 25.6 14.3 No reforza5x 0.13 2.150 6.9 24.83 13.2 1.3 Reforzar 6x 0.13 7.450 15.4 15.92 46.6 47.7 Reforzar 7x 0.13 5.800 10.0 13.22 35.6 22.9 No reforza8x 0.13 1.580 8.2 40.12 9.9 0.9 Reforzar 9x 0.80 4.150 6.6 1.98 153.4 8.9 No reforza10x 0.13 2.750 6.2 17.21 17.2 4.5 No reforza11x 0.13 2.750 4.2 11.64 16.9 2.7 No reforza

12x 0.13 4.100 8.5 16.03 25.6 14.3 No reforza13x 0.13 2.150 6.9 24.83 13.2 1.3 Reforzar 14x 0.13 5.800 10.0 13.22 35.6 22.9 No reforza1Y 0.13 2.600 11.8 34.81 17.0 62.9 Reforzar 2Y 0.13 2.600 7.0 20.85 16.1 9.9 Reforzar 3Y 0.13 3.100 8.1 20.19 19.1 9.5 Reforzar 4Y 0.13 3.100 7.9 19.52 19.1 9.8 Reforzar 5Y 0.13 3.100 8.5 21.03 19.2 4.7 Reforzar 6Y 0.13 3.100 7.9 19.51 19.1 7.0 Reforzar 7Y 0.13 4.130 4.9 9.15 24.9 0.7 No reforza8Y 0.13 2.600 17.0 50.35 16.9 51.9 Reforzar 9Y 0.13 2.600 4.4 12.96 15.8 0.7 No reforza10Y 0.13 3.100 7.9 19.69 19.1 6.9 Reforzar 11Y 0.13 3.100 7.2 17.75 19.2 4.6 Reforzar 12Y 0.13 3.100 7.5 18.59 19.1 9.6 Reforzar 13Y 0.13 3.100 7.9 19.61 19.1 9.3 Reforzar 14Y 0.13 0.000 7.5 #DIV/0! 0.5 4.1 #DIV/15Y 0.13 0.000 10.4 #DIV/0! 1.3 51.9 #DIV/

No agriet.Verif. Agriet.

M u r o s


No agriet. Agriet.

No agriet.

No agriet.No agriet. Agriet.

Agriet.

No agriet.No agriet.

Agriet.No agriet.

Agriet.No agriet.No agriet.


No agriet.No agriet.No agriet.


No agriet.No agriet.No agriet.No agriet.No agriet. Agriet. Agriet.

No agriet.No agriet.


No agriet.

M u r o s



No agriet. Agriet.

No agriet. Agriet.

Verif. Agriet.

Agriet.

Agriet.No agriet. Agriet.


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diseño - SAN bARTALOME

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