willy plantillon
DESCRIPTION
464684458TRANSCRIPT
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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
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2 9.00 0.15 3.153 0.00 0.00 0.00456789101112
CENTRO DE MASAXcm =Ycm =
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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
Centro de Masas Y Centro de Rigidez
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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
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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
Centro de Masas Y Centro de Rigidez
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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)*(
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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
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1.00 1.35 2.00 0.170.00 0.00 0.00 0.000.000.000.000.000.000.000.000.000.00
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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
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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
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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 *
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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
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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
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1,482.31 4,537.79 0.06
7,641.33
MTx 6.91MTy 4.07
J: 109,221.84
KxiYiKxi
YCR)*(
KyixiKyi
XCR)*(
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Mx 1
Mx 2
Mx 3
My 1
My 3
My 2
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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
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6.29 40.97 2 4.3403456789
101112
100.36
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Mx 1
Mx 2
Mx 3
My 1
My 3
My 2
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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)
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0.00 0.00 0.00 0.00
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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)
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2 0.00 8.32 9.753456789101112
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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
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OK 6.29 0.00 0.00
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DISEO POR FLEXOCOMPRESION
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)
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6.29 0.00 0.00 6.29 3.15 19.81
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DISEO POR FLEXOCOMPRESION
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!
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0.98 0.00 26.00 > 1.33 MAL
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