modos de vibracion
DESCRIPTION
modos de vibracionTRANSCRIPT
![Page 1: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/1.jpg)
METODO DE HOLZER (eje X)
supuesta 417.45 0.1797 309.42 0.1666 54.04 0.1206
Z 1 2.34856 10.061 ∆Z 1 1.34856 7.71 416
V 417.45 417.27 417
F 0.1797 0 1.21
Z 1 2.33752 9.85
20 ∆Z 1 1.33752 7.51 382
V 417.45 413.856 406
F 3.594 8 23.76
Z 1 2.30268 9.19
80 ∆Z 1 1.30268 6.89 284
V 417.45 403.074 372
F 14.376 31 88.70
Z 1 2.27945 8.76
120 ∆Z 1 1.27945 6.48 223.51
V 417.45 395.886 350
F 21.564 46 126.80
Z 1 2.1716 6.83
305.69 ∆Z 1 1.1716 4.66 0.00
V 417.45 362.518 252
F 54.9325 111 251.92
0.3594
METODO DE HOLZER (eje X)
supuesta 417.45 0.1797 309.42 0.1666 54.04 0.1206
Z 1 2.1691 6.79
310 ∆Z 1 1.1691 4.62 -4
V 417.45 361.743 250
F 55.707 112 253.85
Z 1 2.16329 6.69
320 ∆Z 1 1.16329 4.53 -14
V 417.45 359.946 245
F 57.504 115 258.18
Z 1 2.14587 6.39
350 ∆Z 1 1.14587 4.25 -40
V 417.45 354.555 229
F 62.895 125 269.78
Z 1 2.05876 4.95
500 ∆Z 1 1.05876 2.89 -142.23
V 417.45 327.6 156
F 89.85 171 298.33
Z 1 2.00068 4.03
600 ∆Z 1 1.00068 2.03 -181.94
V 417.45 309.63 110
F 107.82 200 291.58
Z 1 1.6343 -0.94
1230.9 ∆Z 1 0.63429 -2.57 0.00
V 417.45 196.261 -139
F 221.189 335 -138.88
0.1791
CALCULO DE MODOS DE VIBRACIÓN DE PISOS SUPERIORES (1er Modo)K1 M1 K2 M2 K3 M3
ω2
T1 =
CALCULO DE MODOS DE VIBRACIÓN DE PISOS SUPERIORES (2do Modo)
K1 M1 K2 M2 K3 M3
ω2
T2 =
RESID
UO
RESID
UO
![Page 2: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/2.jpg)
METODO DE HOLZER (eje X)
supuesta 417.45 0.1797 309.42 0.1666 54.04 0.1206
Z 1 1.59414 -1.39
1300 ∆Z 1 0.59414 -2.99 57
V 417.45 183.84 -161
F 233.61 345 -218.38
Z 1 1.47799 -2.62
1500 ∆Z 1 0.47799 -4.10 252
V 417.45 147.9 -221
F 269.55 369 -473.94
Z 1 1.41991 -3.18
1600 ∆Z 1 0.41991 -4.60 365
V 417.45 129.93 -249
F 287.52 378 -613.55
Z 1 1.30376 -4.19
1800 ∆Z 1 0.30376 -5.50 612.98
V 417.45 93.99 -297
F 323.46 391 -909.96
Z 1 -0.635 0.06
5138.1 ∆Z 1 -1.6349 0.70 0.00
V 417.45 -505.86 38
F 923.31 -543 37.59
0.0877
CALCULO DE MODOS DE VIBRACIÓN DE PISOS SUPERIORES (3er Modo)
K1 M1 K2 M2 K3 M3
ω2
T3 =
RESID
UO
![Page 3: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/3.jpg)
METODO DE HOLZER (eje Y)
supuesta 486.91 0.1797 371.77 0.1666 53.13 0.1206
Z 1 2.30922 11.461 ∆Z 1 1.30922 9.15 485
V 486.91 486.73 486
F 0.1797 0 1.38
Z 1 2.26137 10.38
100 ∆Z 1 1.26137 8.12 306
V 486.91 468.94 431
F 17.97 38 125.17
Z 1 2.21303 9.31
200 ∆Z 1 1.21303 7.10 153
V 486.91 450.97 377
F 35.94 74 224.63
Z 1 2.18887 8.79
250 ∆Z 1 1.18887 6.60 85.74
V 486.91 441.985 351
F 44.925 91 265.08
Z 1 2.1538 8.05
322.65 ∆Z 1 1.15375 5.89 0.00
V 486.91 428.93 313
F 57.9802 116 313.16
0.3498
METODO DE HOLZER (eje Y)
supuesta 486.91 0.1797 371.77 0.1666 53.13 0.1206
Z 1 2.1502 7.97
330 ∆Z 1 1.1502 5.82 -8
V 486.91 427.609 309
F 59.301 118 317.33
Z 1 2.14053 7.77
350 ∆Z 1 1.14053 5.63 -29
V 486.91 424.015 299
F 62.895 125 328.06
Z 1 2.06803 6.30
500 ∆Z 1 1.06803 4.23 -155
V 486.91 397.06 225
F 89.85 172 379.83
Z 1 1.92302 3.56
800 ∆Z 1 0.92302 1.63 -256.40
V 486.91 343.15 87
F 143.76 256 343.25
Z 1 1.72967 0.33
1200 ∆Z 1 0.72967 -1.40 -121.84
V 486.91 271.27 -75
F 215.64 346 47.32
Z 1 1.6546 -0.80
1355.33 ∆Z 1 0.65459 -2.45 0.00
V 486.91 243.357 -130
F 243.553 374 -130.25
CALCULO DE MODOS DE VIBRACIÓN DE PISOS SUPERIORES (1er Modo)K1 M1 K2 M2 K3 M3
ω2
T1 =
CALCULO DE MODOS DE VIBRACIÓN DE PISOS SUPERIORES (2do Modo)
K1 M1 K2 M2 K3 M3
ω2
RESID
UO
RESID
UO
![Page 4: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/4.jpg)
0.1707
METODO DE HOLZER (eje Y)
supuesta 486.91 0.1797 371.77 0.1666 53.13 0.1206
Z 1 1.633 -1.11
1400 ∆Z 1 0.633 -2.74 41
V 486.91 235.33 -146
F 251.58 381 -186.82
Z 1 1.58466 -1.78
1500 ∆Z 1 0.58466 -3.36 143
V 486.91 217.36 -179
F 269.55 396 -321.60
Z 1 1.34298 -4.68
2000 ∆Z 1 0.34298 -6.02 809
V 486.91 127.51 -320
F 359.4 447 -1128.68
Z 1 0.85962 -8.21
3000 ∆Z 1 -0.1404 -9.07 2488.27
V 486.91 -52.19 -482
F 539.1 430 -2970.09
Z 1 -0.635 0.05
6091.40 ∆Z 1 -1.6347 0.68 0.00
V 486.91 -607.71 36
F 1094.62 -644 36.34
0.0805
T2 =
CALCULO DE MODOS DE VIBRACIÓN DE PISOS SUPERIORES (3er Modo)
K1 M1 K2 M2 K3 M3
ω2
T3 =
RESID
UO
![Page 5: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/5.jpg)
RIGIDECES DE MUROS
E = 800 f*m Para cargas de corta duración
f*m = 20 Para bloques de concreto tipo pesado
E = 16 Ton/cm²
t = 15 cm (espesor de muro)
MARCO ENTREPISO H L12 L23
cm cm cm Ton-cm Ton-cm Ton-cm
3 360 - - 13.01
D 2 410 700 600 11.73 144.125 118.378
1 350 700 600 24.51 174.545 144.855
3 360 - - 13.01
C 2 410 - - 11.73
1 350 - - 24.51
3 360 - - 13.01
B 2 410 - - 11.73
1 350 - - 24.51
3 360 - - 13.01
A 2 410 - - 11.73
1 350 - - 24.51
|
MARCO ENTREPISO H
cm cm cm Ton-cm Ton.cm Ton-cm
3 360 - 17.71
3 2 410 500 500 14.38 92.259 92.259
1 350 500 500 27.68 114.668 114.668
3 360 - - 17.71
2 2 410 - - 14.38
KMARCO KMURO 12 KMURO 23
LD-C LC-B KMARCO KMURO D-C KMURO C-B
MARCO DE EJE "X"MARCO DE EJE "X"
MARCO DE EJE "Y"MARCO DE EJE "Y"
K=(( h3
12 EI )+( hGA ))
−1
![Page 6: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/6.jpg)
1 350 - - 27.68
3 360 - - 17.71
1 2 410 700 - 14.38 144.125
1 350 700 - 27.68 174.545
![Page 7: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/7.jpg)
Ton-cm
13.01
274.23
343.91
13.01
11.73
24.51
13.01
11.73
24.51
13.01
11.73
24.51
Ton-cm
17.71
198.89
257.01
17.71
14.38
KTOTAL
KTOTAL
MARCO DE EJE "X"MARCO DE EJE "X"
MARCO DE EJE "Y"MARCO DE EJE "Y"
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27.68
17.71
158.50
202.22
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RIGIDECES TOTALES DE ENTREPISOS
52.06 Ton-cm
53.12
Ton-cm
Y
309.42 Ton-cm
ENTREPISO #3ENTREPISO #3
ENTREPISO #2ENTREPISO #2
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371.77
Ton-cm
Y
417.45 Ton-cm
ENTREPISO #1ENTREPISO #1
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486.91
Ton-cm
Y
![Page 12: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/12.jpg)
RIGIDECES TOTALES DE ENTREPISOS
X
X
![Page 13: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/13.jpg)
X
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COEFICIENTES DE PARTICIPACIÓN
EJE MODO NIVEL MASA Z Z² MZ MZ²
1 0.1797 1 1 0.1797 0.1797
1 305.69 2 0.1666 2.1716 4.7159 0.3618 0.7857
3 0.1206 6.83 46.695 0.8241 5.6314
1 0.1797 1 1 0.1797 0.1797
X 2 1230.9 2 0.1666 1.6343 2.6709 0.2723 0.445
3 0.1206 -0.94 0.8752 -0.1128 0.1056
1 0.1797 1 1 0.1797 0.1797
3 5138.1 2 0.1666 -0.6349 0.4031 -0.1058 0.0671
3 0.1206 0.06 0.0037 0.0073 0.0004
1 0.1797 1 1 0.1797 0.1797
1 322.65 2 0.1666 2.1538 4.6386 0.3588 0.7728
3 0.1206 8.05 64.769 0.9706 7.8112
Y 1 0.1797 1 1 0.1797 0.1797
2 1355.3 2 0.1666 1.6546 2.7377 0.2757 0.4561
3 0.1206 -0.80 0.635 -0.0961 0.0766
1 0.1797 1 1 0.1797 0.1797
3 6091.4 2 0.1666 -0.6347 0.4028 -0.1057 0.0671
3 0.1206 0.05 0.0024 0.006 0.0003
w2
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COEFICIENTES DE PARTICIPACIÓN
Cp
0.000677
0.000377
6.394E-05
0.000534
0.000372
5.311E-05
CP=1ω2 ( Σ MZΣ MZ 2 )
![Page 16: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/16.jpg)
DETERMINACIÓN DE C'
C = 0.54
0.80
2.20 0.25
= 0.12
EJE MODO T CONDICIÓN c
seg T < Ta ejemplo
1 0.359368 0.440000
X 2 0.179090 0.440000
3 0.087656 0.440000
1 0.349795 0.440000
Y 2 0.170670 0.440000
3 0.080505 0.440000
T1 =
T2 =
Si T en menor que Ta :
Si T ≥ Ta
Si T > Tb
Si Ta ≤ T ≤ Tb
α
Q '=1+ (Q−1 )( TT a)
Q '=Q
a=qc q=(T b
T )r
a=c
![Page 17: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/17.jpg)
Verificar irregularidad para modificar Q'
![Page 18: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/18.jpg)
DETERMINACIÓN DE C'
0.13
0.70
r = 1.33
g = 981
Q a Q´ A A Q=1
2 0.44000 2.00000 215.82000 107.91
2 0.44000 2.00000 215.82000 107.91
2 0.37811 1.67427 221.54553 132.323
2 0.44000 2.00000 215.82000
2 0.44000 2.00000 215.82000
2 0.36766 1.61927 222.73978
y :
Ta =
Tb =
cm/seg2
Q '=1+ (Q−1 )( TT a) a=a0+(c−a0)
TTa A=a( gQ ´ )
q=(T b
T )r
![Page 19: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/19.jpg)
Verificar irregularidad para modificar Q'
![Page 20: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/20.jpg)
0.22
0.22
0.22584
0.22
0.22
0.22705
![Page 21: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/21.jpg)
8.5
EJE MODO NIVEL Z Cp
1 417.45 1.00000 215.82 0.00068 0.1797
1 2 309.42 2.17160 215.82 0.00068 0.1666
3 52.06 6.83338 215.82 0.00068 0.1206
1 417.45 1.00000 215.82 0.00038 0.1797
X 2 2 309.42 1.63429 215.82 0.00038 0.1666
3 52.06 -0.93554 215.82 0.00038 0.1206
1 417.45 1.00000 221.54553 6.39E-05 0.1797
3 2 31.00 -0.63487 221.54553 6.39E-05 0.1666
3 52.06 0.06066 221.54553 6.39E-05 0.1206
1 486.91 1.00000 215.82 0.00053 0.1797
1 2 371.77 2.15375 215.82 0.00053 0.1666
3 53.12 8.04794 215.82 0.00053 0.1206
1 486.91 1.00000 215.82 0.00037 0.1797
Y 2 2 371.77 1.65459 215.82 0.00037 0.1666
3 53.12 -0.79687 215.82 0.00037 0.1206
1 486.91 1.00000 222.73978 5.31E-05 0.1797
3 2 371.77 -0.63465 222.73978 5.31E-05 0.1666
3 53.12 0.04947 222.73978 5.31E-05 0.1206
KT
A (cm/seg2)
m (Ton.seg2/cm)
![Page 22: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/22.jpg)
CORTANTES TOTALES
V NIVEL
0.146150 0.146150383496849 61.010434 3722.27
0.317381 0.171230278173265 52.9816069 2807.05 1
0.998701 0.681319854447566 35.468694 1258.03
0.081434 0.081434153385669 33.994663 1155.64
0.133087 0.05165256706929 15.9821968 255.43 2
-0.076185 -0.209271629487822 -10.89443 118.69
0.014166 0.014166353975717 5.91374024 34.97
-0.008994 -0.023160092417486 -0.7179629 0.52 3
0.000859 0.009853052574678 0.51293809 0.26
0.115184 0.115183590583016 56.0837928 3145.39
0.248077 0.132893116432571 49.405802 2440.93 1
0.926990 0.678913704241325 36.0629455 1300.54
0.080304 0.080303882666248 39.1005897 1528.86
0.132870 0.052566177890854 19.5425786 381.91 2
-0.063992 -0.196861717599256 -10.457019 109.35
0.011829 0.011828739178714 5.7595058 33.17
-0.007507 -0.019335872345594 -7.1885159 51.67 3
0.000585 0.008092338982424 0.42985372 0.18
Desplazamiento Máximos de las masas U (cm)
Desplazamiento Máximos de Entrepisos (cm) V2
Δ
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CORTANTES TOTALES
37.11
70.09
18.24
55.34 X
14.75
37.11
68.61 37.55
53.61
16.06
Y37.55
15.00
CORTANTE (V) Ton
Fsísmica
(Ton)
![Page 24: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/24.jpg)
37.11
55.34
70.09
37.55
53.61
68.61
Cortante V (Ton)
![Page 25: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/25.jpg)
CENTRO DE CORTANTE PARA TORSIÓN
E = 800 f*m Para cargas de corta duración
f*m = 20 Para bloques de concreto tipo pesado
E = 16 Ton/cm²
t = 15 cm (espesor de muro)
MARCO ENTREPISO H
cm cm cm Ton-cm Ton-cm Ton-cm
3 350 - - 13.31
3 2 360 500 700 11.93 162.911 115.000
1 370 500 700 24.45 150.286 110.273
3 350 - - 13.31
2 2 360 - - 11.93
1 370 - - 24.45
3 350 - - 13.31
1 2 360 - 700 11.93 115.000
1 370 - 700 24.45 110.273
MARCO ENTREPISO H
cm cm Ton-cm Ton-cm
3 350 900 13.31 171.19
A 2 360 900 11.93 164.84
1 370 900 22.40 158.81
3 350 - 13.31
B 2 360 - 11.93
LAB LBC KMARCO KMURO A-B KMURO B-C
L1-2 KMARCO KMURO 1-2
MARCO DE EJE "X"MARCO DE EJE "X"
MARCO DE EJE "Y"MARCO DE EJE "Y"
Kmuro=Et
4 (HL )3
+3 (HL )
![Page 26: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/26.jpg)
1 370 - 22.40
3 350 - 13.31
C 2 360 - 11.93
1 370 - 22.40
![Page 27: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/27.jpg)
ejes NIVEL 3
3 13.31
6
2 13.31
5 7
39.939
1 13.311
84
.50
13
.31
13
.31
ejes A B C
211.12
Ton-cm
13.31
289.84
285.01
13.31
11.93
24.45
13.31
126.93
134.72 Nivel 3
159.707 + 66.5444 =
211.12
199.633 + 119.78 =
Ton-cm 39.93
184.50
176.76
181.21
13.31
11.93
KTOTAL
XT =
KTOTAL YT =
MARCO DE EJE "X"MARCO DE EJE "X"
MARCO DE EJE "Y"MARCO DE EJE "Y"
X
Y
X T=ΣK yy x
ΣK yy
Y T=ΣK xx y
ΣK xx
![Page 28: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/28.jpg)
22.40
13.31
11.93
22.40
![Page 29: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/29.jpg)
NIVEL 2
289.84
11.93
428.70
126.93
17
6.7
6
11
.93
11
.93
200.62
Nivel 2
1.0717 m 143.14 + 59.6417 = 1.0108
200.62
8.0000 m 4347.6 + 107.355 = 10.3918
428.70
XT =
YT =
X
Y
X
Y T=ΣK xx y
ΣK xx
![Page 30: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/30.jpg)
NIVEL 1
285.01
24.45
444.18
134.72
18
1.2
1
22
.40
22
.40
226.02
Nivel 1
m 268.834 + 112.014 = 1.6851 m
226.02
m 4275.11 + 220.032 = ### m
444.18
XT =
YT =
Y
X X
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X
![Page 32: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/32.jpg)
CÁLCULO DE EXCENTRICIDADES
ENTREPISO W Xm Ym Fy
3 37.55
183.57 7.4232658072 9.8848987109
3
2 16.06
227.99 7.5700601996 9.8020263052
2
1 15.00
240.26 7.660530863 10.569945038
1
NIVEL EJE X L= 15
Xv
3 7.42327 1.07167 6.35160 13.45319
2 7.46725 1.01077 6.45647 13.66295
1 7.50949 1.68505 5.82444 12.39889
NIVEL EJE XVy
3 37.55090 13.45319 4.85160 505.17955
2 53.61455 13.66295 4.95647 732.53271
1 68.61064 12.39889 4.32444 850.69548
Peso (W) del Análisis Sísmico Estático (Ton)
Obtenidas del centro de masas
Excentricidad torsional
estática es ex(1.5 + 0.1L/|ex|)
XCT eX e1
e1 e2 MTe1
![Page 33: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/33.jpg)
CÁLCULO DE EXCENTRICIDADES
Fy(Xm)
Vy My
278.75031 7.42327
278.75030841
37.55
121.60283 7.46725
400.35314061
53.61
114.87797 7.50949
515.23111519
68.61
EJE Y L= 20
Yv
4.85160 9.88490 8.00000 1.88490
4.95647 9.85759 10.39185 -0.53426
4.32444 10.00747 10.12018 -0.11270
EJE X EJE YVx
182.18184 37.10768 4.76980 -0.11510
265.73906 55.34435 -2.06851 1.46574
296.70279 70.09196 -1.22541 1.88730
∑My/Vy
∑My
Coordenadas del centro
de Rigideces Xv
ex(1.5 - 0.1L/|ex|)
Excentricidad torsional
estática es
e2 YCT eY
MTe2 e1 e2
![Page 34: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/34.jpg)
CÁLCULO DE EXCENTRICIDADES
Fx(Ym)
Fx Vx Mx
37.11 366.80566
366.80566
37.11
18.24 178.75628
545.56195
55.34
14.75 155.88143
701.44338
70.09
4.76980 -0.11510
-2.06851 1.46574
-1.22541 1.88730
EJE Y
176.99612 -4.27114
-114.48039 81.12067
-85.89112 132.28434
∑Mx
ey(2 + 0.05/|ey|) ey(1 - 0.1/|ey|)
e1 e2
MTe1 MTe2
![Page 35: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/35.jpg)
CÁLCULO DE EXCENTRICIDADES
9.88490
9.85759
10.00747
∑Mx/Vx
Coordenadas del centro
de Rigideces Yv
![Page 36: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/36.jpg)
ENTREPISO 3
SENTIDOV
(Ton) (m) (m)
X 37.11 13.4532 4.8516 499.21684
Y 37.55 4.7698 -0.1151 179.11018
EJE Kx y (Kx)y
1 13.01 0 0.00000 -8.00000
2 13.01 9 117.13230 1.00000
3 13.01 15 195.22050 7.00000
S 39.04 312.35
312.35 =
39.04
EJE Ky x (Ky)x
A 17.71 0 0.00000 -5.66667
B 17.71 5 88.53100 -0.66667
C 17.71 12 212.47440 6.33333
S 53.12 301.01
301.01 =
53.12
ENTREPISO 2
SENTIDOV
(Ton) (m) (m)
X 55.34 13.6629 4.9565 756.16677
Y 53.61 -2.0685 1.4657 -110.9023
e1 e2 Mt1=Ve1
yt
xt =
xt
yt =
e1 e2 Mt1=Ve1
![Page 37: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/37.jpg)
EJE Kx y (Kx)y
1 126.93 0 0.00000 -10.39185
2 11.93 9 107.35510 -1.39185
3 289.84 15 4347.59563 4.60815
S 428.70 4454.95
4454.95 =
428.70
EJE Ky x (Ky)x
A 176.76 0 0.00000 -1.01077
B 11.93 5 59.64172 3.98923
C 11.93 12 143.14014 10.98923
S 200.62 202.78
202.78 =
200.62
ENTREPISO 1
SENTIDO V
(Ton) (m) (m)
X 70.09 12.3989 4.3244 869.06217
Y 68.61 -1.2254 1.8873 -84.0759
EJE Kx y (Kx)y
1 134.72 0 0.00000 -10.12018
2 24.45 9 220.03156 -1.12018
3 285.01 15 4275.10571 4.87982
S 444.18 4495.14
4495.14 =
444.18
yt
xt =
xt
yt =
e1 e2 Mt1=Ve1
yt
xt =
![Page 38: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/38.jpg)
EJE Ky x (Ky)x
A 181.21 0 0.00000 -1.68505
B 22.40 5 112.01413 3.31495
C 22.40 12 268.83392 10.31495
S 226.02 380.85
380.85 =
226.02
xt
yt =
![Page 39: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/39.jpg)
180.03152 179.11018 4.3221569 179.110
-4.322157 499.21684 180.03152 499.217
J = S (Kx)(yt) ²
-104.11760 832.94080 0.33333 -0.03758 12.369 -18.762 -6.766
13.01470 13.01470 0.33333 0.00470 12.369 2.345 0.846
91.10290 637.72030 0.33333 0.03289 12.369 16.417 5.920
0.00 1483.68 1.00000 0.00000 37.11 0.00000 0.00000
8.0000 J= 2770.33
-100.33513 568.56576 0.33333 -0.03622 12.517 -6.487 0.157
-11.80413 7.86942 0.33333 -0.00426 12.517 -0.763 0.018
112.13927 710.21536 0.33333 0.04048 12.517 7.250 -0.175
0.00 1286.65 1.00000 0.00000 37.55 0.00000 0.00000
5.6667 J= 2770.33
274.31274 110.90229 78.585238 110.902
78.585238 756.16677 274.31274 756.167
Mt2=Ve2 Valores absolutos de Momentos
Mt0 cd = K / (SK)
ct = (Kx)y / J
(Kx)yt (Kx)(yt) ² cd ct VD V1 V2
(Ky)xt (Ky)(xt) ² cd ct VD V1 V2
Mt2=Ve2 Valores absolutos de Momentos
Mt0 cd = K / (SK)
ct = (Kx)y / J
![Page 40: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/40.jpg)
J = S (Kx)(yt) ²
### ### 0.29608 -0.06080 16.386 -45.972 -16.677
-16.60243 23.10803 0.02782 -0.00077 1.540 -0.579 -0.210
1335.62581 6154.76850 0.67609 0.06156 37.418 46.551 16.887
0.00 19884.97 1.00000 0.00000 55.34 0.00000 0.00000
10.3918 J= 21695.89
-178.66812 180.59325 0.88109 -0.00824 47.239 0.913 -0.647
47.58485 189.82669 0.05946 0.00219 3.188 -0.243 0.172
131.08327 1440.50352 0.05946 0.00604 3.188 -0.670 0.475
0.00 1810.92 1.00000 0.00000 53.61 0.00000 0.00000
1.0108 J= 21695.89
303.10867 84.075901 129.48865 129.489
129.48865 869.06217 303.10867 869.062
J = S (Kx)(yt) ²
### ### 0.30331 -0.05738 21.259 -49.869 -17.393
-27.38601 30.67716 0.05504 -0.00115 3.858 -1.002 -0.349
1390.78417 6786.78172 0.64165 0.05854 44.975 50.871 17.743
0.00 20615.29 1.00000 0.00000 70.09 0.00000 0.00000
10.1202 J= 23759.62
(Kx)yt (Kx)(yt) ² cd ct VD V1 V2
(Ky)xt (Ky)(xt) ² cd ct VD V1 V2
Mt2=Ve2 Valores absolutos de Momentos
Mt0 cd = K / (SK)
ct = (Kx)y / J
(Kx)yt (Kx)(yt) ² cd ct VD V1 V2
![Page 41: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/41.jpg)
-305.34828 514.52716 0.80176 -0.01285 55.009 1.081 -1.664
74.26425 246.18226 0.09912 0.00313 6.801 -0.263 0.405
231.08404 2383.62025 0.09912 0.00973 6.801 -0.818 1.259
0.00 3144.33 1.00000 0.00000 68.61 0.00000 0.00000
1.6851 J= 23759.62
(Ky)xt (Ky)(xt) ² cd ct VD V1 V2
![Page 42: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/42.jpg)
+ S (Ky)(xt) ²
-6.393 5.603 5.60 -6.732 7.623
14.714 13.215 14.71 0.841 14.967
28.786 18.290 28.79 5.890 30.553
6.030 12.674 12.67 -18.081 18.098
11.754 12.535 12.54 -2.127 13.174
19.767 12.342 19.77 20.208 25.829
VD+V1 VD+V2 Vm (VD+V1 ó V2) V0 Vm + 0.3|V0|
VD+V1 VD+V2 Vm(VD+V1 ó V2) V0 Vm + 0.3|V0|
![Page 43: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/43.jpg)
+ S (Ky)(xt) ²
-29.586 -0.291 -0.29 -6.742 1.732
0.961 1.330 1.33 -0.085 1.355
83.969 54.305 83.97 6.827 86.017
48.152 46.592 48.15 -6.227 50.020
2.945 3.360 3.36 1.658 3.858
2.518 3.663 3.66 4.569 5.033
+ S (Ky)(xt) ²
-28.610 3.866 3.87 -7.430 6.095
2.856 3.509 3.51 -0.149 3.553
95.846 62.717 95.85 7.580 98.120
VD+V1 VD+V2 Vm (VD+V1 ó V2) V0 Vm + 0.3|V0|
VD+V1 VD+V2 Vm(VD+V1 ó V2) V0 Vm + 0.3|V0|
VD+V1 VD+V2 Vm (VD+V1 ó V2) V0 Vm + 0.3|V0|
![Page 44: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/44.jpg)
56.090 53.345 56.09 -11.169 59.440
6.538 7.205 7.21 2.716 8.020
5.983 8.060 8.06 8.452 10.596
VD+V1 VD+V2 Vm(VD+V1 ó V2) V0 Vm + 0.3|V0|
![Page 45: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/45.jpg)
8.412 8.412
5.256 14.967
14.526 30.553
21.883 21.883
5.888 13.174
26.138 26.138
0.30Vm + |V0| Vdiseño
0.30Vm + |V0| Vdiseño
![Page 46: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/46.jpg)
6.655 6.655
0.484 1.355
32.018 86.017
20.673 50.020
2.667 3.858
5.667 5.667
8.590 8.590
1.202 3.553
36.333 98.120
0.30Vm + |V0| Vdiseño
0.30Vm + |V0| Vdiseño
0.30Vm + |V0| Vdiseño
![Page 47: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/47.jpg)
27.996 59.440
4.878 8.020
10.870 10.870
0.30Vm + |V0| Vdiseño
![Page 48: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/48.jpg)
ejes
3 30.55
6
2 14.97
9
1 8.41
ejes
DESPLAZAMIENTOS
EJE
X
Y
![Page 49: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/49.jpg)
NIVEL 3 NIVEL 2
3 86.02
2 1.36
5 7
53.93
1 6.66
21
.88
13
.17
26
.14
50
.02
A B C A
61.19
DESPLAZAMIENTOS
NIVEL h V K d Condición
cm Ton < 0.006
3 305.00 53.93 52.06 1.03599 0.0034 si
2 335.50 94.03 309.42 0.30389 0.00091 si
1 366.00 110.26 417.45 0.26414 0.00072 si
3 305.00 61.19 53.12 1.15202 0.00378 si
2 335.50 59.55 371.77 0.16017 0.00048 si
1 366.00 78.33 486.91 0.16087 0.00044 si
d / h
X
YY
![Page 50: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/50.jpg)
NIVEL 2 NIVEL 1
3 98.12
2 3.55
94.03
1 8.59
3.8
6
5.6
7
59
.44
B C A
59.55 78.33
Y Y
X
![Page 51: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/51.jpg)
NIVEL 1
110.26
8.0
2
10
.87
B C
Y
X
![Page 52: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/52.jpg)
RIGIDECES TOTALES DE ENTREPISOS
52.06
53.12
Ton-cm
Y
ENTREPISO #3ENTREPISO #3
ENTREPISO #2ENTREPISO #2
![Page 53: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/53.jpg)
309.42
371.77
Ton-cm
Y
417.45
ENTREPISO #1ENTREPISO #1
![Page 54: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/54.jpg)
486.91
Ton-cm
Y
![Page 55: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/55.jpg)
RIGIDECES TOTALES DE ENTREPISOS
Ton-cm X
ENTREPISO #3ENTREPISO #3
ENTREPISO #2ENTREPISO #2
![Page 56: Modos de Vibracion](https://reader036.vdocuments.site/reader036/viewer/2022062518/563dbb40550346aa9aab8d60/html5/thumbnails/56.jpg)
Ton-cm X
Ton-cm X
ENTREPISO #1ENTREPISO #1