Ejemplo de Aplicacion de Osawa

7/25/2019 Ejemplo de Aplicacion de Osawa

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b = 5.613 4.925 5.175

a = 1.888 1.8750 1.1250 1.1250

0.25 0.45 0.25 0.5 0.25 0.5

Kv = 1.438 Kv = 1.251

0.25 0.45 0.25 0.5 0.25 0.5

Kv = 1.438 Kv = 1.251

0.25 0.45 0.25 0.5 0.25 0.5

Kv = 1.438 Kv = 1.251

L = 4.00 L = 2.50

e = 0.15 e = 0.15

Datos:

210 kg/cm² W3 = 140 ko = 0.001

0.4 W2 = 160 E/G = 2.4

1.5 W1 = 180 f = 1.2

1.4

0.9

0.27

45

8.438 ------> C =

7.000

S =

U =

Z =

f'c =

7.500

Ct =

C = 2.5

R =

V = 144.0 Tn T = (ht/Ct) =

Tp =

8.050 6.300

5 .

0 0

4 .

0 0

3 .

0 0

0.3 0.5

0.00313

0.7813

1.6014

0.44470.3474

1.0800

0.3 0.4

0.3 0.5

Ic = 0.0016

Kc = 0.5333

K = 2.6961

a = 0.5741

D = 0.3062

Kc = 0.7813

K = 1.8405

a = 0.4792

Ic = 0.00313

0.3 0.6

Ic = 0.0054

D = 0.3744

Kc = 1.0800

K = 1.3314

a = 0.5497

0.3 0.4

0.0016

0.5333

2.3458

0.5398

0.2879

D = 0.5937

0.3 0.6

0.0054

1.1584

0.5251

0.5671

1 2 3 4



Determinación de la fuerza sismica en cada uno de los pisos:

Nivel hi wi hi*wi k Fs Qs

3 12.00 140 1680 0.418 60.18 60.18

2 9.00 160 1440 0.358 51.58 111.76

1 5.00 180 900 0.224 32.24 144.00

4020

Tn/m² Do1 =

Tn/m² Do2 =

Do3 =

a21 =

a23 =

a32 = a34 =

K 1 = 6906 K' 1 =

K 2 = 11848 K v1 =

K 1 = 8468 K' 1 =

K 2 = 7849 K v1 =

kw1 = kw1 =

kw2 = kw2 =

kw3 = kw3 =

Ecuaciones de Ozawa :

a) Constantes de Entrepiso:

1 2 3 4

3 0.3062 0 0 0.2879

2 0.3744 0 0 0.3474

1 0.5937 0 0 0.5671

331.771

Placa # 1: Placa # 2:

266.67 65.10

0.5941

0.7218

1.1608

Eje - Dc Nivel S Dc

Para la placa # 2 tenemos:

16317.059

1.251

160

200

39.063

48.83

Kw

199.063

248.828

1.12501.1250

18753.763

1.438

Para la placa # 1 tenemos:

Ip1 = 0.80000 m^4 Ip2 = 0.19531 m^4

1043.38 Tn/m

1630.28 Tn/m

2898.28 Tn/m

Iv(0.25x0.45) =

Iv(0.25x0.50) =

0.00190 m^4

0.00260 m^4

1.8875

1.8750

6*E*ko = 13042.24

G =

E =

905711.05

2173706.51



3 3.00 0.5941 0.975 1.009 0.589 330.00 333.5 60.18 179

2 4.00 0.7218 0.975 1.009 0.715 246.68 251 111.76 442.9

1 5.00 1.1608 0.975 1.014 1.145 195.63 202.5 144.00 710

3

2

1

349.67 -330.00 0.00 f3 178.961

-330.00 600.65 -246.68 f2 621.888

0.00 -246.68 469.60 f1 1152.944

f3 0.00844 0.00591 0.00311 178.961

f2 0.00591 0.00626 0.00329 621.888

f1 0.00311 0.00329 0.00386 1152.944

f3 8.768

f2 8.748 Qwn = (cn-3*(fn-1+fn)*zn/hn

f1 7.051

Mvn= 3*kvn*fn

3 8.768 0.589 179 49.34 10.84 8.067 70.73

2 8.748 0.715 442.9 102.26 9.50 8.067 70.57

1 7.051 1.145 710 137.16 6.84 8.067 56.88

3 3.00 0.00630 0.02002 0.1051 0.0110

2 4.00 0.00808 0.01372 0.07205 0.0106

1 5.00 0.00565 0.00565 0.02965 0.0059

Nivel hi Kwn Zn Bn An Q Cn

N ivel 6*kvn bn

Armando la ecuación de Osawa:

331.771

248.828

199.063

S Dc XnAwn

330.00

246.68

195.63

dn

178.961

621.888

1152.944

16.134

16.134

16.134

an

349.672

600.645

469.604

Cortantes y Momentos (par las dos Placas)

Nivel fn (fn-1 + fn)*3

52.55

* =

= *

=

Qcn 3*Kvn Mvn

Determinación de la Deformación por Entrepis

Nivel hi Don Qwn*hn/(G*Awn)

47.40

21.15

Zn Cn Qwn

dtr D

0.0001676

0.0004632

0.000776615

dn dt

2898.3

1630.3

1043.4

Qwn*hn/Kwn

0.4461

1.6438

3.4452



Dcn Qcn Qwn Dwn Qwn Dwn Dcn Qcn

3 0.306 5.588 39.656 6298.44 9.682 1537.70 0.288 5.253

2 0.374 4.930 82.191 10177.02 20.066 2484.62 0.347 4.574

1 0.594 3.498 110.245 19523.36 26.915 4766.45 0.567 3.341

Tn Tn Tn/m Tn Tn/m Tn

Dwn : Rigidez de placas.

Kv 2-1 Mv 2-1 Kv 2-3 Mv 2-3 Kv 3-2 Mv 3-2 Kv 3-4 Mv 3-4

3 2.6890 70.7331 0.5295 13.929 0.908 23.895 0.649 17.078 0.602 15.831

2 2.6890 70.5739 0.5295 13.897 0.908 23.841 0.649 17.040 0.602 15.795

1 2.6890 56.8781 0.5295 11.200 0.908 19.215 0.649 13.733 0.602 12.730

Momentos en Vigas que Concurren a la Placa.

Nivel Kvn MvnPLACA # 2 PLACA # 3

Cortantes por Porticos y Placas.

Nivel Eje 1 Eje 2 Eje 3 Eje 4

Ejemplo de Aplicacion de Osawa

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