willy plantillon

Vn = 15.35 Tnf'c = 210.00 Kg/cm2f'y = 4200.00 Kg/cm2

Direccion x-x Longitud de Muros ALTURA

MUROS Longitud (m) t(m) h (m)

1 5.30 0.15 3.152 5.30 0.15 3.153 2.45 0.15 3.15456789101112

Direccion y-y Longitud de Muros ALTURA

MUROS L t h (m)

1 9.00 0.15 3.15

Centro de Masas Y Centro de Rigidez

2 9.00 0.15 3.153 0.00 0.00 0.00456789101112

CENTRO DE MASAXcm =Ycm =

P.E. P.Total Centroide de Muros P*X P*Y

(tn/m3) (Tn) xi (m) yi (m) (tn-m) (tn-m)

1.90 4.76 2.65 0.08 12.61 0.361.90 4.76 2.65 8.93 12.61 42.471.90 2.20 1.23 4.50 2.69 9.901.90 0.00 0.00 0.001.90 0.00 0.00 0.001.90 0.00 0.00 0.001.90 0.00 0.00 0.001.90 0.00 0.00 0.001.90 0.00 0.00 0.001.90 0.00 0.00 0.001.90 0.00 0.00 0.001.90 0.00 0.00 0.00

P.E. P.Total Centroide de Muros P*X P*Y

(tn/m3) (Tn) xi (m) yi (m) (tn-m) (tn-m)

1.90 8.08 0.08 4.50 0.61 36.36


1.90 8.08 5.23 4.50 42.26 36.361.90 0.00 0.00 0.00 0.00 0.001.90 0.00 0.00 0.001.90 0.00 0.00 0.001.90 0.00 0.00 0.001.90 0.00 0.00 0.001.90 0.00 0.00 0.001.90 0.00 0.00 0.001.90 0.00 0.00 0.001.90 0.00 0.00 0.001.90 0.00 0.00 0.00

= 27.88 70.78 125.44

CENTRO DE MASA CENTRO DE RIGIDEZ2.54 m Xcr = #DIV/0! m4.50 m Ycr = #DIV/0! m

SECCION TRANSFORMADA DEL MURO

f'm Em Ec n

kg/cm2 kg/cm2 kg/cm2 Ec/Em

65.00 32500.00 217,370.65 6.6965.00 32500.00 217,370.65 6.6965.00 32500.00 217,370.65 6.6965.00 32500.00 217,370.65 6.6965.00 32500.00 217,370.65 6.6965.00 32500.00 217,370.65 6.6965.00 32500.00 217,370.65 6.6965.00 32500.00 217,370.65 6.6965.00 32500.00 217,370.65 6.6965.00 32500.00 217,370.65 6.6965.00 32500.00 217,370.65 6.6965.00 32500.00 217,370.65 6.69

SECCION TRANSFORMADA DEL MUROf'm Em Ec n

kg/cm2 kg/cm2 kg/cm2 Ec/Em

65.00 32500.00 217,370.65 6.69


65.00 32500.00 217,370.65 6.6965.00 32500.00 217,370.65 6.6965.00 32500.00 217,370.65 6.6965.00 32500.00 217,370.65 6.6965.00 32500.00 217,370.65 6.6965.00 32500.00 217,370.65 6.6965.00 32500.00 217,370.65 6.6965.00 32500.00 217,370.65 6.6965.00 32500.00 217,370.65 6.6965.00 32500.00 217,370.65 6.6965.00 32500.00 217,370.65 6.69

KxiYiKxi

YCR)*(

KyixiKyi

XCR)*(

SECCION TRANSFORMADA DEL MURO

n*t A alma Area Total Inercia Tot.

m (m2) (m2) (m4)

1.00 0.74 1.38 5.741.00 0.74 1.38 5.741.00 0.37 0.95 0.960.000.000.000.000.000.000.000.000.00

SECCION TRANSFORMADA DEL MUROn*t A alma Area Total Inercia Tot.

m (m2) (m2) (m4)

1.00 1.35 2.14 0.26

1.00 1.35 2.00 0.170.00 0.00 0.00 0.000.000.000.000.000.000.000.000.000.00

Factor de forma

G = 0.4*Em f RIGIDEZ DE MUROS

kg/cm2 A / Aalma MUROS Kxi (kg/cm)

13,000.00 1.88 1 2,593.9013,000.00 1.88 2 2,593.9013,000.00 2.59 3 1,006.7713,000.00 #DIV/0! 4 #DIV/0!13,000.00 #DIV/0! 5 #DIV/0!13,000.00 #DIV/0! 6 #DIV/0!13,000.00 #DIV/0! 7 #DIV/0!13,000.00 #DIV/0! 8 #DIV/0!13,000.00 #DIV/0! 9 #DIV/0!13,000.00 #DIV/0! 10 #DIV/0!13,000.00 #DIV/0! 11 #DIV/0!13,000.00 #DIV/0! 12 #DIV/0!

6,194.58kxi

Factor de formaG = 0.4*Em f KY

kg/cm2 A / Aalma MUROS KYi (kg/cm)

13,000.00 1.59 1 707.98

13,000.00 1.48 2 484.2113,000.00 3 #DIV/0!13,000.00 4 #DIV/0!13,000.00 5 #DIV/0!13,000.00 6 #DIV/0!13,000.00 7 #DIV/0!13,000.00 8 #DIV/0!13,000.00 9 #DIV/0!13,000.00 10 #DIV/0!13,000.00 11 #DIV/0!13,000.00 12 #DIV/0!

1,192.20kyi

RIGIDEZ DE MUROS

Vmx (Tn) %Vx

194.54 6.43 41.8723,150.59 6.43 41.874,530.49 2.49 16.25#DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0!27,875.62 100.00

(kxi * yi)

KY

VmY (Tn) %Vy

53.10 9.12 59.38

CORTANTE DE TRASLACION

Momento K (Kxi * Yi)

CORTANTE DE TRASLACION

Momento K (Kyi * Xi)

KVnKVm *

2,532.43 6.23 40.62#DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0!2,585.53 100.00(kyi * xi)

CRx: 2.17CRY: 4.50

Correccion por Torsin

Kx*(Yi-Ycr) Kx*(Yi-Ycr) Vx (Tn)

-11,478.02 50,790.26 -0.4311,478.02 50,790.26 0.43

0.00 0.00 0.00

101,580.52

Correccion por Torsin

Ky*(Xi-Xcr) Ky*(Xi-Xcr) Vxy (Tn)

-1,482.31 3,103.53 -0.06

VyVmyVy

1,482.31 4,537.79 0.06

7,641.33

MTx 6.91MTy 4.07

J: 109,221.84

KxiYiKxi

YCR)*(

KyixiKyi

XCR)*(

Mx 1

Mx 2

Mx 3

My 1

My 3

My 2

CORTANTE DISEO

%Vx MUROS

6.43 41.87 1 9.9006.86 44.66 2 9.9002.49 16.25 3 1.000

456789

101112

102.79

CORTANTE DISEO

%Vy MUROS

9.12 59.38 1 3.720

Vex Diseo (Tn)

AREA TRIB.

m2

Vey Diseo (Tn)

AREA TRIB.

m2

VxVmxVx VyVmyVy

6.29 40.97 2 4.3403456789

101112

100.36

Mx 1

Mx 2

Mx 3

My 1

My 3

My 2

Cantidad N Pisos = 1

S/C = 200 kg/m2S/C azot.= 150 kg/m2peso losa 300 kg/m2

piso terminado 100 kg/m2

Pm (Tn)

16.85 4.76 21.61 1.98 23.5916.85 4.76 21.61 1.98 23.5916.85 2.20 19.05 0.20 19.25

Pm (Tn)

#VALUE! 0.00 #VALUE! 0.00 #VALUE!

P losa (Tn)

Pm (Tn)

100% P CM (Tn)

100% P CV (Tn)

P losa (Tn)

Pm (Tn)

100% P CM (Tn)

100% P CV (Tn)

0.00 0.00 0.00 0.00

DISEO POR COMPRESIN AXIAL

MUROS fa (kg/cm) Fa (kg/cm)

1 2.97 8.32 9.752 2.97 8.32 9.753 5.24 8.32 9.75456789101112

DISEO POR COMPRESIN AXIAL

MUROS fa (kg/cm) Fa (kg/cm)

1 #VALUE! 8.32 9.75

0.15 f'm (kg/cm)

0.15 f'm (kg/cm)

2 0.00 8.32 9.753456789101112

DISEO POR FLEXOCOMPRESION

DISEO POR COMPRESIN AXIAL Vi (Cortante)

OK 6.43 0.00 0.00OK 6.86 0.00 0.00OK 2.49 0.00 0.00

DISEO POR FLEXOCOMPRESIONDISEO POR COMPRESIN AXIAL Vi (Cortante)

#VALUE! 9.12 0.00 0.00

fa < Fa

OK 6.29 0.00 0.00


fi (Fuerza) R h

Tn m Tn-m

6.43 0.00 0.00 6.43 3.15 20.256.86 0.00 0.00 6.86 3.15 21.592.49 0.00 0.00 2.49 3.15 7.86

DISEO POR FLEXOCOMPRESIONfi (Fuerza) R h

Tn m Tn-m

9.12 0.00 0.00 9.12 3.15 28.71

Momento (Me)

Primer Nivel (Tn)

Segundo Nivel (Tn)

Tercer Nivel (Tn)

Momento (Me)

Primer Nivel (Tn)

Segundo Nivel (Tn)

Tercer Nivel (Tn)

6.29 0.00 0.00 6.29 3.15 19.81


fm fa Fm fa/Fa+fm/Fm

Condicinkg/cm2 kg/cm2 kg/cm2 kg/cm2

2.88 2.97 26.00 0.47 < 1.33 OK3.08 2.97 26.00 0.47 < 1.33 OK5.24 5.24 26.00 0.83 < 1.33 OK

DISEO POR FLEXOCOMPRESIONfm fa Fm fa/Fa+fm/Fm

Condicinkg/cm2 kg/cm2 kg/cm2 kg/cm2

1.42 #VALUE! 26.00 #VALUE! #VALUE!

0.98 0.00 26.00 > 1.33 MAL

willy plantillon

Documents