HALLAR LOS DESPLAZAMIENTOS Y GIROS EMPLEANDO EL ANÁLISIS SISMICO ESTÁTICO. CALCULAR FUERZAS CORTANTES Y DEBIDO A LAS ACCIONES SISMICAS
3m
3m
CONSIDERAR PESO ESPECÍFICO DE CONCRETO= MODULO DE ELAST. DEL CONCRETO: 15,000RAIZ(F'c)= SECCION DE VIGAS ANCHO= 0.3 M PERALTE= 0.5 M COLUMNAS ANCHO= 0.3 LARGO= 0.3 LOSAS ALIGERADAS, E=0.20M Walig 250 KG/M2 Wacab= 100 KG/M2
F'c= γ=
210.00 2.40 2,173,706.51
KG/CM2 TON/M3 TON/M3
USO PARA CENTRO COMERCIAL Wviva= 500 KG/M2 LUGAR DE CONSTRUCCION: TRUJILLO SUELO: INTERMEDIO CALCULO DE LA MASA POR PISO PRIMER PISO CARGA MUERTA LOSA ALIGERADA ACABADOS VIGAS 2 3 COLUMNAS 2 4
5.7 10.3 10.3 5.7 0.3 0.3
9.4 6.3 0.3 0.3 0.3 0.3
CARGA VIVA LOSA ALIGERADA
10.3
6.3
500 TOTAL CARGA VIVA (TON)
32,445.00 32.45
5.7 5.3
4.7 6.3
2 100 0.3 0.5 2400 0.3 0.5 2400 0.3 1.25 2400 TOTAL CARGA MUERTA (TON)
53.58 3,339.00 3,816.00 4,104.00 1,080.00 12.39
6.3
100 TOTAL CARGA VIVA (TON)
3,339.00 3.34
SEGUNDO PISO CARGA MUERTA LOSA ALIGERADA ACABADOS VIGAS COLUMNAS
5.3 5.7 0.3
2 2 4
CARGA VIVA LOSA ALIGERADA
5.3
250 100 0.5 2400 0.5 2400 1.375 2400 2.625 2400 TOTAL CARGA MUERTA (TON)
PESO TOTAL DE LA EDIFICACIÓN CARGA MUERTA PRIMER PISO CARGA MUERTA SEGUNDO PISO CARGA VIVA PRIMER PISO CARGA VIVA ZOTEA CATEGORÍA B
PETO TOTAL
USAR
36.32 12.39 32.45 3.34 50% CARGA VIVA EN PRIMER PISO 25% CARGA VIVA EN PRIMER PISO 65.77 TON
FACTOR DE ZONA
13,395.00 6,489.00 7,416.00 6,156.00 594.00 2,268.00 36.32
Z= 0.45
FACTOR DE USO
U= 1.3
FACTOR DE SUELO
S2= 1.05
PERIODO DEL SUELO
Tp= 0.6 Tl= 2
PERIODO FUDAMENTAL DE VIBRACIÓN ALTURA EDIFICACIÓN
Hn= 6
M
Ct= 35 PERIDO FUNDAMENTAL
T= 0.1714
SEG
FACTOR DE AMPLIFICACIÓN SISMICA C= 2.5 COEFICIENTE DE REDUCCIÓN SISMICA Ro= 8 Ia= 1 Ip= 0.85 R= 6.8
CORTANTE BASAL ZUCS/R C/R
0.367647059
>=0.125
0.225827206 OK
CORTANTE BASAL 14.85 PARA
T= 0.1714
TON
< 0.5
K= 1
PISO
Hi (M)
Pi (TON)
PixHi
αi
Fi (TON)
1.00 2.00
3.00 6.00
52.54 13.23
157.62 79.36
0.67 0.33
9.88 4.97
65.77
236.99
1.00
14.85
TOTAL
CALCULO DE RIGIDECES LATERALES EN LOS PORTICOS
D4
PORTICO 1 Y 2
0.5
D5
D7
8
h b
0.3 3
4
5
D1
D2
h b
0.5 0.3
6
7
1
3
D3
0.3 0.3 b h
I2= I3= I4= I5= I6= I7= I7=
D6
3
2
5
f'c= Ec=
0.5 0.3
5
0.3 0.3 b h
0.3 0.3 b h
210 kg/cm2 2,173,706.51 ton/m2
0.000675 0.000675 0.000675 0.000675 0.003125 0.003125 0.003125
m4 m4 m4 m4 m4 m4 m4
EI2= EI3= EI4= EI5= EI6= EI7= EI8=
1,467.25 1,467.25 1,467.25 1,467.25 6,792.83 6,792.83 6,792.83
TON-M2 TON-M2 TON-M2 TON-M2 TON-M2 TON-M2 TON-M2
MATRIZ DE COMPATIBLIDAD ELEMENTO 1
d1 d2 d3 d4
D1 0 0 0 1
MATRIZ DE COMPATIBLIDAD ELEMENTO 2
D2 0 0 0 0
D3 0 0 0 0
D4 0 0 0 0
D5 0 0 0 0
D6 0 0 -1 0
d1 d2 d3 d4
D1 0 0 0 0
D2 0 0 0 1
D3 0 0 0 0
D4 0 0 0 0
D5 0 0 0 0
D6 0 0 -1 0
D2 0 0 0 0
D3 0 0 0 1
D4 0 0 0 0
D5 0 0 0 0
D6 0 0 -1 0
D2 0 0 0 0
D3 0 0 0 0
D4 0 0 0 1
D5 0 0 0 0
D6 -1 0 0 0
D2 0 1 0 0
D3 0 0 0 0
D4 0 0 0 0
D5 0 0 0 1
D6 -1 0 0 0
MATRIZ DE COMPATIBLIDAD ELEMENTO 3
d1 d2 d3 d4
D1 0 0 0 0
MATRIZ DE COMPATIBLIDAD ELEMENTO 4
d1 d2 d3 d4
D1 0 1 0 0
MATRIZ DE COMPATIBLIDAD ELEMENTO 5
d1 d2 d3 d4
D1 0 0 0 0
MATRIZ DE COMPATIBLIDAD ELEMENTO 6
d1 d2 d3 d4
D1 0 1 0 0
D2 0 0 0 1
D3 0 0 0 0
D4 0 0 0 0
D5 0 0 0 0
D6 0 0 0 0
D2 0 1 0 0
D3 0 0 0 1
D4 0 0 0 0
D5 0 0 0 0
D6 0 0 0 0
D2 0 0 0 0
D3 0 0 0 0
D4 0 1 0 0
D5 0 0 0 1
D6 0 0 0 0
MATRIZ DE COMPATIBLIDAD ELEMENTO 7
d1 d2 d3 d4
D1 0 0 0 0
MATRIZ DE COMPATIBLIDAD ELEMENTO 8
d1 d2 d3 d4
D1 0 0 0 0
CALCULO DE RIGIDECES LATERALES EN LOS PORTICOS
PORTICO B Y C D3
0.5
D4
D6
h b
6 0.3 3
3
4
D1
D2 5
h b
0.5 0.3
D5
1
3
2
6 0.3 0.3 bh f'c= Ec=
0.3 0.3 bh
210 kg/cm2 2,173,706.51 ton/m2
MATRIZ DE COMPATIBLIDAD ELEMENTO 1
d1 d2 d3 d4
D1 0 0 0 1
D2 0 0 0 0
D3 0 0 0 0
D4 0 0 0 0
D5 0 0 -1 0
D6 0 0 0 0
D1 0 0 0 0
D2 0 0 0 1
D3 0 0 0 0
D4 0 0 0 0
D5 0 0 -1 0
D6 0 0 0 0
ELEMENTO 2
d1 d2 d3 d4
ELEMENTO 3
d1 d2 d3 d4
D1 0 1 0 0
D2 0 0 0 0
D3 0 0 0 1
D4 0 0 0 0
D5 -1 0 0 0
D6 0 0 -1 0
D1 0 0 0 0
D2 0 1 0 0
D3 0 0 0 0
D4 0 0 0 1
D5 -1 0 0 0
D6 0 0 -1 0
D1 0 1 0 0
D2 0 0 0 1
D3 0 0 0 0
D4 0 0 0 0
D5 0 0 0 0
D6 0 0 0 0
D1 0 0 0 0
D2 0 0 0 0
D3 0 1 0 0
D4 0 0 0 1
D5 0 0 0 0
D6 0 0 0 0
ELEMENTO 4
d1 d2 d3 d4
ELEMENTO 5
d1 d2 d3 d4
ELEMENTO 6
d1 d2 d3 d4
PORTICO A h b
D1
D2
0.5
3
D3
0.3
3
2
1 3
6 0.3 0.3 bh f'c= Ec=
0.3 0.3 bh
210 kg/cm2 2,173,706.51 ton/m2
MATRIZ DE COMPATIBLIDAD ELEMENTO 1
d1 d2 d3 d4
D1 0 0 0 1
D2 0 0 0 0
D3 0 0 -1 0
D1 0 0 0 0
D2 0 0 0 1
D3 0 0 -1 0
D1 0 1
D2 0 0
D3 0 0
ELEMENTO 2
d1 d2 d3 d4 ELEMENTO 3
d1 d2
d3 d4
0 0
0 1
0 0
MATRICES DE COMPATIBILIDAD DE LOS PORTICOS CENTRO MASAS PRIMER PISO SEGUNDO PISO PORTICO A ANG. PRIMER PISO SEGUNDO PISO 0.00 0.00 PORTICO B ANG. PRIMER PISO SEGUNDO PISO 0.00 0.00 PORTICO C ANG. PRIMER PISO SEGUNDO PISO 0.00 0.00 PORTICO 1 ANG. PRIMER PISO
Xo 0 0
Yo 0 0
90 5.074343 0
1.571 0 0
0.00 0.00
1.00 0.00
90 0.0743433 2.5
1.571 0 0
0.00 0.00
1.00 0.00
90 -4.9256567 -2.5
1.571 0 0
0.00 0.00
1.00 0.00
0 0
0.000 -3
0.00 0.00
5.07 0.00
0.00 0.00
0.00 1.00
0.07 0.00
0.00 2.50
0.00 1.00
-4.93 0.00
0.00 -2.50
SEGUNDO PISO 1.00 0.00 PORTICO 2 ANG. PRIMER PISO SEGUNDO PISO 1.00 0.00
0
-3
0.00 1.00
0.00 0.00
0 0 0
0.000 3 3
0.00 1.00
0.00 0.00
RIGIDEZ GLOBAL EDIFICACIÓN D1 D2 D1 5,868.14 -2,219.68 D2 -2,219.68 2,000.52 D3 0.00 0.00 D4 0.00 0.00 D5 0.00 0.00 D6 0.00 0.00
D3
0.00 0.00
3.00 0.00
0.00 3.00
0.00 0.00
-3.00 0.00
0.00 -3.00
D4 0.00 0.00 5,860.44 -2,206.87 -6,074.15 0.00
D5
0.00 0.00 -2,206.87 1,886.06 5,353.12 0.00
0.00 0.00 -6,074.15 5,353.12 138,702.01 -33,770.06
D6 0.00 0.00 0.00 0.00 -33,770.06 29,792.59
CALCULO MOMENTO TORSIONAL PRIMER PISO ex1 ey1 SEGUNDO PISO ex2 ey2
Lx= 0.50 0.30 Lx= 0.25 0.30
10 M M 5 M M
Ly= 6
CR 0.00 -1.04
Ly= 6 0.00 0.00
VECTOR DE CARGAS GLOBALES Q1X= Q2X= Q1Y= Q2Y= Q1φ= Q2φ=
9.88 4.97 9.88 4.97 -2.34 2.74
TON TON TON TON TON-M TON-M
DESPLAZAMIENTOS GLOBALES D1X= 0.0045215 M D2X= 0.0075031 M D1Y= 0.00479835 M
0.00029366 0.000325831 -1.79148E-20 3.72591E-21 -1.28219E-21 -1.45337E-21
0.000325831 0.000861394 -1.98773E-20 4.13408E-21 -1.42265E-21 -1.61259E-21
D2Y= 0.0087266 M D1φ= -0.00016733 RAD D2φ= -9.7846E-05 RAD CALCULO DE DESPLAZAMIENTO LATERALES EN LOS PORTICOS PORTICO A h b
D1
R=
D2 D3=
0.003949 m
3
PORTICO B
D3
D4
D6=
0.008482
m
0.004786
m
0.008971
m
3 D1
D2 D5=
3
PORTICO C
D3
D4
D6=
3 D1
D2 0.005623
D5=
m
3
D4
PORTICO 1
D5 0.007210
D7=
3 D1
D2
D3
D6=
0.004020
3
D4
PORTICO 2
D5 0.007797
D7=
3 D1
3
D2
D3
D6=
0.005023
ANALISIS DINAMICO
EJE X MATRIX RIGIDEZ 5,868.14 -2,219.68 MATRIX DE MASA 5.36 0
7.22151596 λ2
-2,219.68 2,000.52
5,868.14
-5.36 λ
-2,219.68
0 1.35
-18626.7321 λ
6812368.105
λ1 =
1,289.67
-
848.47
=
441.20
λ2 =
1,289.67
+
848.47
=
2,138.14
CALCULO DE MODOS DE VIBRACIÓN Modo de Vibrar 1 5,868.14 -2,219.68
-2,219.68 2,000.52
-
441.20
5.36 0.00
0.00 1.35
3,505.16 -2,219.68
-2,219.68 2,000.52
x
a11 a21
a11 a21 Modo de Vibrar 2 5,868.14 -2,219.68
-2,219.68 2,000.52
-
2,138.14
5.36 0.00
0.00 1.35
-5,583.34 -2,219.68
-2,219.68 2,000.52
x
a12 a22
a12 a22 MATRIZ MODAL a11 a21
a12 a22
=
MODO1 1.00 1.58
MODO2 1.00 -2.52
NORMALIZANDO LOS MODOS DE VIBRAR MODO 1 1.00
5.36 0.00
1.58 Ф11 = Ф21 =
0.00 1.35
0.339 0.535
MODO 2 1.00
5.356 0.000
-2.52 Ф12 = Ф22 =
0.00 1.35
0.268 -0.675
MATRIZ DE MODOS NORMALIZADOS Ф11 Ф21
Ф12 Ф22
=
0.339 0.535
0.268 -0.675
X
5.356 0.000
0.000 1.348
X
X
5868.136 -2219.678
-2219.678 2000.523
X
VERIFICANDO CON LA MATRIZ DE MASAS 0.339 0.268
0.535 -0.675
VERIFICANDO CON LA MATRIZ DE RIGIDEZ 0.339 0.268
0.535 -0.675
CON CONDICIONES INICIALES
Uo= CALCULO DE A
1 1
Uv
1 1
0.339 0.268
0.535 -0.675
X
5.356 0.000
0.000 1.348
X
0.339 0.268
0.535 -0.675
X
5.356 0.000
0.000 1.348
X
0.1207
SEN(W1t) +
0.268 -0.675
0.0114
SEN(W2t)
CALCULO DE B
ECUACION GENERAL 0.339 0.535
1.044 0.041 0.065
SEN(W1t) +
0.003 -0.008
SEN(W2t)
x
5.356 0.000
0.000 1.348
x
x
5.356 0.000
0.000 1.348
x
x
5.356 0.000
0.000 1.348
x
x
5.356 0.000
0.000 1.348
x
CALCULO DE MASAS PARTICIPANTES MODO 1 % PARTICIP. 95.86% 0.339
0.339 MODO 2
% PARTICIP. 0.268
0.268
0.535
0.535 4.14% -0.675
-0.675
CÁLCULO DE ESPECTRO DE DESPLAZAMIENTOS FACTOR DE ZONA
Z= 0.45
FACTOR DE USO
U= 1.3
FACTOR DE SUELO
S2= 1.05
PERIODO DEL SUELO
Tp= 0.6
Tl= 2 C= 2.5 COEFICIENTE DE REDUCCIÓN SISMICA Ro= 8 Ia= 1 Ip= 0.85 R= 6.8
CORTANTE BASAL ZUS/R 0.090330882
MODO 1 MODO 2
ωi2 (rad/seg)2
ωi (rad/seg)
fi (Hertz)
Ti (S)
Ci
441.20 2,138.14
21.00 46.24
3.34 7.36
0.30 0.14
2.50 2.50
MATRIZ DE ACELEROGRAMAS PISO 1 2
γ=
X 1 1
CALCULO DE COEFICIENTES DE PARTICIPACIÓN α
MODO 1 MODO 2
αx 2.53502369 0.52708344
CALCULO DE DEZPLAZAMIENTOS MÁXIMOS EN CADA MODO MODO
αi
Sd
(ni)máx
rmod=
Umodx =
1 2
2.5350 0.5271
0.0127 0
0 0.0005
MODO 1
MODO 2
0.004311039 0.006807696
0.000146549 -0.000368627
0.0050 0.0010
0.0127 0.0005
CACULO DE DESPLAZAMIENTOS MÁXIMOS SISMO EN X 1 PISO x 2 PISO x
0.004349544 m 0.006907333 m
VERIFICACIÓN DE DERIVAS DE PISO EN X
1 PISO x 2 PISO x
Δ Modo 1
Δ Modo 2
0.004311039 0.002496657
0.000146549 -0.000515177
MAXIMAS DERIVAS PISO X Δ MAX 1 PISO x 2 PISO x
IRREGULAR 0.85
R= 6.8
DERIVAS MÁXIMAS
0.004349544 M 0.0026649 M
0.838012132 0.513437452
CALCULO DE FUERZAS INERCIALES EN X Fimax X=
10.19 4.05
1.68 -1.06
ton ton
CALCULO DE MÁXIMAS RESPUESTAS DE FUERZAS INERCIALES EN X 1° PISO 2° PISO
10.71 4.42
TON TON
CALCULO CORANTES DINÁMICAS POR CADA MODO 1
1
MODO 1 14.24
MODO 2 0.62
X
10.19 4.05
1.68 -1.06
COTANTE BASAL MÁXIMA DINÁMICA Vdin max
14.40
TON
CALCULO MOMENTO DE VOLTEO POR CADA MODO
M volteo x
3
6
MODO 1 54.86
MODO 2 -1.34
MAXIMO MOMENTO VOLTEO DINÁMICO Mmax volt
55.21
TON-M
X
ton-m
10.19 4.05
1.68 -1.06
AR FUERZAS CORTANTES Y MOMENTOS
CALCULO CENTRO DE MASAS EN X PRIMER PISO Xi M1 9942 2.5 M2 3708 5 M3 2052 5 M4 297 10 M5 567 0 MTOTAL 36318
2052 297 567 TON
KG TON
3,392.58
TON
KG TON
TON TON TON
7.5 5 10 10 5
99420 37080 30780 5940 5670 178890
MOMENTO DE VOLTEO
M CONTRAVOLTEO X
M CONTRAVOLTEO Y
29.63 29.84
157.6215 39.68199
262.7025 33.068325
59.48
197.30349
295.770825
FSX OK 3.317
RIGIDEZ ELEMENTO 1 I1= L= D7 0 0 0 0
0.000675 m4 3M 652.11 978.17 -652.11 978.17
RIGIDEZ ELEMENTO 2
978.17 1,956.34 -978.17 978.17
EI1=
-652.11 -978.17 652.11 -978.17
1,467.25
978.17 978.17 -978.17 1,956.34
I2= L= D7 0 0 0 0
0.000675 m4 3M 652.11 978.17 -652.11 978.17
RIGIDEZ ELEMENTO 3 I3= L= D7 0 0 0 0
0.000675 m4 3M 652.11 978.17 -652.11 978.17
RIGIDEZ ELEMENTO 4 I4= L= D7 0 0 -1 0
D7 0 0 -1 0
978.17 1,956.34 -978.17 978.17
0.000675 m4 3M 652.11 978.17 -652.11 978.17
RIGIDEZ ELEMENTO 6 I1= L=
978.17 1,956.34 -978.17 978.17
0.000675 m4 3M 652.11 978.17 -652.11 978.17
RIGIDEZ ELEMENTO 5 I5= L=
978.17 1,956.34 -978.17 978.17
978.17 1,956.34 -978.17 978.17
0.003125 m4 5M
EI2=
-652.11 -978.17 652.11 -978.17
EI3=
-652.11 -978.17 652.11 -978.17
EI4=
-652.11 -978.17 652.11 -978.17
EI5=
-652.11 -978.17 652.11 -978.17
EI1=
1,467.25
978.17 978.17 -978.17 1,956.34
1,467.25
978.17 978.17 -978.17 1,956.34
1,467.25
978.17 978.17 -978.17 1,956.34
1,467.25
978.17 978.17 -978.17 1,956.34
6,792.83
D7 0 0 0 0
652.11 1,630.28 -652.11 1,630.28
RIGIDEZ ELEMENTO 7 I7= L= D7 0 0 0 0
D7 0 0 0 0
0.003125 m4 5M 652.11 1,630.28 -652.11 1,630.28
RIGIDEZ ELEMENTO 8 I8= L=
1,630.28 5,434.27 -1,630.28 2,717.13
1,630.28 5,434.27 -1,630.28 2,717.13
0.003125 m4 5M 652.11 1,630.28 -652.11 1,630.28
1,630.28 5,434.27 -1,630.28 2,717.13
-652.11 -1,630.28 652.11 -1,630.28
EI7=
-652.11 -1,630.28 652.11 -1,630.28
EI8=
-652.11 -1,630.28 652.11 -1,630.28
1,630.28 2,717.13 -1,630.28 5,434.27
6,792.83
1,630.28 2,717.13 -1,630.28 5,434.27
6,792.83
1,630.28 2,717.13 -1,630.28 5,434.27
RIGIDEZ ELEMENTO 1 I1= L=
0.000675 m4 3M 652.11 978.17 -652.11 978.17
ELEMENTO 2 I1= L=
978.17 1,956.34 -978.17 978.17
0.000675 m4 3M 652.11 978.17 -652.11 978.17
978.17 1,956.34 -978.17 978.17
EI1=
-652.11 -978.17 652.11 -978.17
EI2=
-652.11 -978.17 652.11 -978.17
1,467.25
978.17 978.17 -978.17 1,956.34
1,467.25
978.17 978.17 -978.17 1,956.34
ELEMENTO 3 I3= L=
0.000675 m4 3M 652.11 978.17 -652.11 978.17
ELEMENTO 4 I4= L=
0.000675 m4 3M 652.11 978.17 -652.11 978.17
ELEMENTO 5 I5= L=
978.17 1,956.34 -978.17 978.17
0.003125 m4 6M 377.38 1,132.14 -377.38 1,132.14
ELEMENTO 6 I6= L=
978.17 1,956.34 -978.17 978.17
1,132.14 4,528.56 -1,132.14 2,264.28
0.003125 m4 6M 377.38 1,132.14 -377.38 1,132.14
1,132.14 4,528.56 -1,132.14 2,264.28
EI3=
-652.11 -978.17 652.11 -978.17
EI4=
-652.11 -978.17 652.11 -978.17
EI5=
-377.38 -1,132.14 377.38 -1,132.14
EI6=
-377.38 -1,132.14 377.38 -1,132.14
1,467.25
978.17 978.17 -978.17 1,956.34
1,467.25
978.17 978.17 -978.17 1,956.34
6,792.83
1,132.14 2,264.28 -1,132.14 4,528.56
6,792.83
1,132.14 2,264.28 -1,132.14 4,528.56
RIGIDEZ ELEMENTO 1 I1= L=
0.000675 m4 3M 652.11 978.17 -652.11 978.17
ELEMENTO 2 I1= L=
0.000675 m4 3M 652.11 978.17 -652.11 978.17
ELEMENTO 3 I1= L=
978.17 1,956.34 -978.17 978.17
978.17 1,956.34 -978.17 978.17
0.003125 m4 6M 377.38 1,132.14
1,132.14 4,528.56
EI1=
-652.11 -978.17 652.11 -978.17
EI1=
-652.11 -978.17 652.11 -978.17
EI1=
-377.38 -1,132.14
-377.38 1,132.14
1,085.50 0.00
2,387.47 -1,103.44
2,387.47 -1,103.44
-1,132.14 2,264.28
377.38 -1,132.14
0.00 0.00
6.12574E-17 0 1 0 5.074343301 0
0 0 0 0 0 0
-1,103.44 943.03
6.12574E-17 0 1 0 0.074343301 0
0 0 0 1 0 2.5
-1,103.44 943.03
6.12574E-17 0 1 0 -4.9256567 0
0 0 0 1 0 -2.5
1 0
0 1
2,934.07 -1,109.84
2,934.07 -1,109.84
ey1= ey2= ex1= ex2=
CM 0 0 0 0
0.25 0.30
3.72591E-21 4.13408E-21 0.000358905 0.00104694 -3.40991E-05 -3.86515E-05
0 0 0 3
-1,109.84 1,000.26
1 0 0 0 -3 0
0 1 0 0 0 -3
CR UBICACIÓN DE CENTRO DE RIGIDEZ 0.000000 0.00 -1.036465779 0
EXCENTRICIDAD TOTAL 0.5000 -0.74
-1.79148E-20 -1.98773E-20 0.000305086 0.000358905 -6.78364E-07 -7.68929E-07
-1,109.84 1,000.26
0 0 3 0
-1.28219E-21 -1.42265E-21 -6.78364E-07 -3.40991E-05 1.17345E-05 1.33011E-05
FUERZAS INERCIALES F1X F1Y
9.88 TON 9.88 TON
F2X F2Y
4.97 TON 4.97 TON
-1.45337E-21 -1.61259E-21 -7.68929E-07 -3.86515E-05 1.33011E-05 4.86422E-05
Xi 3.889191
MOMENTO TORSIONAL -2.34
2.74
6.8
IRREGULAR 0.85
0.003949 0.000000 DERIVA 1° PISO =
5.78
m m 0.760892547
0.004786 0.008482 DERIVA 1° PISO = DERIVA 2° PISO =
0.70% RIGIDIZAR PORTICO
m m 0.922085484 0.712110819
0.005623 0.008971
>
m m
> >
0.70% 0.70%
RIGIDIZAR PORTICO RIGIDIZAR PORTICO
DERIVA 1° PISO = DERIVA 2° PISO =
1.083278421 0.645175923
0.004020 0.007210 DERIVA 1° PISO = DERIVA 2° PISO =
DERIVA 1° PISO = DERIVA 2° PISO =
0.70% 0.70%
RIGIDIZAR PORTICO OK
> <
0.70% 0.70%
RIGIDIZAR PORTICO OK
> <
0.70% 0.70%
RIGIDIZAR PORTICO OK
m m 0.774427039 0.614614947
0.005023 0.007797
> <
m m 0.967858563 0.534293071
-2,219.68
2,000.52
-1.35 λ
W1=
21.00 rad/seg
T1=
0.30 seg
W2=
46.24 rad/seg
T2=
0.14 seg
x
a11 a21
=
0 0
=
1.00 1.58
x
a12 a22
=
0 0
=
0 0
=
0 0
=
1.00 -2.52
1.00 1.58
5.36
2.13
8.72
1.00 -2.52
5.36
-3.39
13.89
0.339 0.535
0.268 -0.675
=
1.00 0.00
0.00 1.00
OK
0.339 0.535
0.268 -0.675
=
441.20 0.00
0.00 2,138.14
OK
1 1
=
2.5350 0.5271
1 1
=
2.5350 0.5271
+
0.339 0.535
2.5350
COS(W1t) +
0.268 -0.675
0.5271
0.859 1.356
COS(W1t) +
0.141 -0.356
COS(W2t)
+
1 1
=
2.5350
TON.SEG/M2
0.339 0.535
=
1.0000
TON.SEG/M2
COS(W2t)
1.813900259 0.721123434
1.813900259 0.721123434
6.426 1 1
=
0.5271
TON.SEG/M2
0.268 -0.675
=
1.0000
TON.SEG/M2
1.437211274 -0.91012783
1.437211274 -0.91012783
0.278 TOTAL
6.704
6.704
0.000 OK
Sai (m/s2)
Sd (m)
2.22 2.22
0.005021 0.001036
αx -2.535023693 -0.52708344
0.004311039 0.006807696
0.00014655 0.00036863
0.004311039 0.002496657
0.00014655 0.00051518
10.18686836 4.049830999
1.67820595 1.06274002
14.23669936
0.61546592
5.78
54.85959108
1.3418223
UBICACIÓN CENTRO DE RIGIDEZ PRIMER NIVEL Xi Yi 3.889191 0 UBICACIÓN CENTRO DE MASAS Xi Yi 4.925657 0
4.9256567 M
EXCENTRICIDAD 1.036466
0
SEGUNDO PISO COINCIDEN AMBOS
FSX OK 4.973
MAYOR A 1.5
TON-M2
0 0 0 0 0 0 0
0 0 0 0 0 0 0
0 0 0 0 0 -1 0
1 0 0 0 0 0 0
TON-M2
0 0 0 0 0 0 0
0 0 0 0 0 0 0
0 0 0 0 0 -1 0
0 1 0 0 0 0 0
TON-M2
0 0 0 0 0 0 0
0 0 0 0 0 0 0
0 0 0 0 0 -1 0
0 0 1 0 0 0 0
TON-M2
0 0 0 0 0 -1 0
1 0 0 0 0 0 0
0 0 0 0 0 0 -1
0 0 0 1 0 0 0
TON-M2
0 0 0 0 0 -1 0
0 1 0 0 0 0 0
0 0 0 0 0 0 -1
0 0 0 0 1 0 0
TON-M2
0 0
1 0
0 0
0 1
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
TON-M2
0 0 0 0 0 0 0
0 1 0 0 0 0 0
0 0 0 0 0 0 0
0 0 1 0 0 0 0
TON-M2
0 0 0 0 0 0 0
0 0 0 1 0 0 0
0 0 0 0 0 0 0
0 0 0 0 1 0 0
TON-M2 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0 -1 0
1 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0 -1 0
0 1 0 0 0 0
TON-M2
TON-M2 0 0 0 0 -1 0
1 0 0 0 0 0
0 0 0 0 0 -1
0 0 1 0 0 0
0 0 0 0 -1 0
0 1 0 0 0 0
0 0 0 0 0 -1
0 0 0 1 0 0
0 0 0 0 0 0
1 0 0 0 0 0
0 0 0 0 0 0
0 1 0 0 0 0
0 0 0 0 0 0
0 0 1 0 0 0
0 0 0 0 0 0
0 0 0 1 0 0
TON-M2
TON-M2
TON-M2
1,467.25 TON-M2
978.17 978.17 -978.17 1,956.34
0 0 0
0 0 0
0 0 -1
1 0 0
0 0 0
0 0 0
0 0 -1
0 1 0
0
1
0
0
1,467.25 TON-M2
978.17 978.17 -978.17 1,956.34
6,792.83 TON-M2
1,132.14 2,264.28
-1,132.14 4,528.56
0 0
0 0
0 0
1 0
0.00 0.00 1,085.50 0.00 5,508.22 0.00
0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 1,085.50 0.00 5,508.22 0.00
0.00 0.00 2,387.47 -1,103.44 177.49 -2,758.59
0.00 0.00 -1,103.44 943.03 -82.03 2,357.58
0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 2,387.47 -1,103.44 177.49 -2,758.59
0.00 0.00 2,387.47 -1,103.44 -11,759.86 2,758.59
0.00 0.00 -1,103.44 943.03 5,435.15 -2,357.58
0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 2,387.47 -1,103.44 -11,759.86 2,758.59
2,934.07 -1,109.84
-1,109.84 1,000.26
2,934.07 -1,109.84
-1,109.84 1,000.26
0.00 0.00
Yi 0
OMENTO TORSIONAL TON-M
TON-M
0.00 0.00 8,802.20 -3,329.52
0.00 0.00 -3,329.52 3,000.78
0.00 0.00 8,802.20 -3,329.52
0.00 0.00 -3,329.52 3,000.78
0.00 0.00 0.00 0.00
2,934.07 -1,109.84 0.00 0.00 -8,802.20 3,329.52
-1,109.84 1,000.26 0.00 0.00 3,329.52 -3,000.78
2,934.07 -1,109.84 0.00 0.00 -8,802.20 3,329.52
-1,109.84 1,000.26 0.00 0.00 3,329.52 -3,000.78
0.00 0.00 0.00 0.00 0.00 0.00
1.814 1.437
0.721 -0.910
800.289 3072.959
318.158 -1945.981
1.81390026 0.721123434 1.43721127 -0.91012783
1.81390026 0.721123434 1.43721127 -0.91012783
GUNDO PISO COINCIDEN AMBOS
978.16793 978.1679304 -978.16793 1956.33586 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 652.111954 978.1679304 -652.111954 978.16793 0 0 0 0
1,956.34 0.00 0.00 0.00 0.00 978.17 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0 0 0 0 978.16793 978.1679304 -978.16793 1956.33586 0 0 0 0 0 0 0 0 0 0 0 0 652.111954 978.1679304 -652.111954 978.16793 0 0 0 0
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 1,956.34 0.00 0.00 0.00 978.17 0.00
0 0 0 0 0 0 0 0 978.16793 978.1679304 -978.16793 1956.33586 0 0 0 0 0 0 0 0 652.111954 978.1679304 -652.111954 978.16793 0 0 0 0
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
978.16793 1956.335861 -978.16793 978.16793 0 0 0 0 0 0 0 0 978.16793 978.1679304 -978.16793 1956.33586 0 0 0 0 -652.111954 -978.16793 652.111954 -978.16793 652.111954 978.1679304 -652.111954 978.16793
1,956.34 0.00 0.00 978.17 0.00 -978.17 978.17
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0 0 0 0 978.16793 1956.335861 -978.16793 978.16793 0 0 0 0 0 0 0 0 978.16793 978.1679304 -978.16793 1956.33586 -652.111954 -978.16793 652.111954 -978.16793 652.111954 978.1679304 -652.111954 978.16793
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 1,956.34 0.00 0.00 978.17 -978.17 978.17
5,434.27 2,717.13
2,717.13 5,434.27
1630.27988 1630.27988
5434.26628 2717.13314
-1630.27988 2717.13314 -1630.27988 5434.26628
0 0 0 0 0
0 0 0 0 0
0 1630.27988 1630.27988 0 0 0 0
0 5434.26628 2717.13314 0 0 0 0
0 0 0 1630.27988 1630.27988 0 0
0 0 0 5434.26628 2717.13314 0 0
0 0 0 0 0
0 0 0 0 0
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
0 0 -1630.27988 2717.13314 -1630.27988 5434.26628 0 0 0 0 0 0 0 0
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 5,434.27 2,717.13 0.00 0.00 0.00 0.00
0 0 0 0 0 0 -1630.27988 2717.13314 -1630.27988 5434.26628 0 0 0 0
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
D1
KGLOBAL=
D1 D2 D3 D4 D5 D6 D7
9,346.94 2,717.13 0.00 978.17 0.00 0.00 978.17
D2 2,717.13 14,781.20 2,717.13 0.00 978.17 0.00 978.17
0.000115828 -2.3553E-05 -2.3553E-05 7.81434E-05 8.65935E-06 -2.8729E-05 -1.9051E-05 8.00124E-06 1.01215E-05 -1.3284E-05
KLAT 1 Y 2=
D6
2,934.07
-1,109.84
D7
-1,109.84
1,000.26
D6
D7
978.16793 978.1679304 -978.16793 1956.33586 0 0 0 0 0 0 0 0 0 0 0 0 652.111954 978.1679304 -652.111954 978.16793 0 0 0 0
1956.335861 0 0 0 978.1679304 0
0 0 0 0 0 0
0 0 0 0 978.16793 978.1679304 -978.16793 1956.33586 0 0 0 0 0 0 0 0 652.111954 978.1679304 -652.111954 978.16793 0 0 0 0
0 0 0 0 0 0
0 1956.335861 0 0 978.1679304 0
978.16793 1956.335861 -978.16793 978.16793 0 0 0 0 978.16793 978.1679304 -978.16793 1956.33586 0 0 0 0 -652.111954 -978.16793 652.111954 -978.16793 652.111954 978.1679304 -652.111954 978.16793
1956.335861 0 978.1679304 0 -978.16793 978.1679304
0 0 0 0 0 0
0 0 0 0 978.16793 1956.335861 -978.16793 978.16793 0 0 0 0 978.16793 978.1679304 -978.16793 1956.33586 -652.111954 -978.16793 652.111954 -978.16793 652.111954 978.1679304 -652.111954 978.16793
0 0 0 0 0 0
0 1956.335861 0 978.1679304 -978.16793 978.1679304
1132.13881 4528.555233 -1132.13881 2264.27762 1132.13881 2264.277617 -1132.13881 4528.55523 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4528.555233 2264.277617 2264.277617 4528.555233 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 1132.13881 4528.555233 -1132.13881 2264.27762 1132.13881 2264.277617 -1132.13881 4528.55523 0 0 0 0 0 0 0 0
D1 D2 D3
0 0 0 0 0 0
0 0 0 0 0 0
D1 8,441.23 2,264.28 978.17
D2 2,264.28 8,441.23 0.00
D4 D5 D6
0.00 0.00 978.17
978.17 0.00 978.17
0.000131217 -3.6843E-05 -3.6843E-05 0.000131217 -2.475E-05 1.41992E-05 1.41992E-05 -2.475E-05
KLAT B Y C=
D5 D6
D5 2,387.47 -1,103.44
D6 -1,103.44 943.03
978.17 0.00 652.11
978.17 0.00 978.17
-978.17 0.00 -652.11
1,956.34 0.00 978.17
1,956.34 0.00 978.17
0.00 0.00 0.00
0.00 978.17 652.11
0.00 978.17 978.17
0.00 -978.17 -652.11
0.00 1,956.34 978.17
0.00 0.00 0.00
0.00 1,956.34 978.17
1,132.14
4,528.56
-1,132.14
2,264.28
4,528.56
2,264.28
1,132.14 0.00
2,264.28 0.00
-1,132.14 0.00
4,528.56 0.00
2,264.28 0.00
4,528.56 0.00
6,484.89 2,264.28 978.17
2,264.28 6,484.89 978.17
0.000175614 -6.1318E-05 -6.1318E-05 0.000175614 KLATEA= KLATEA=
0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 5,508.22 0.00 27,950.58 0.00
0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 -1,103.44 943.03 -82.03 2,357.58
0.00 0.00 177.49 -82.03 13.20 -205.08
0.00 0.00 -2,758.59 2,357.58 -205.08 5,893.95
0.00 0.00 -1,103.44 943.03 5,435.15 -2,357.58
0.00 0.00 -11,759.86 5,435.15 57,925.01 -13,587.88
0.00 0.00 2,758.59 -2,357.58 -13,587.88 5,893.95
0.00 0.00
8,802.20 -3,329.52
-3,329.52 3,000.78
1,085.50 TON/M 1,085.50 0
0 0
0.00 0.00 0.00 0.00
0.00 0.00 26,406.61 -9,988.55
0.00 0.00 -9,988.55 9,002.35
0.00 0.00 0.00 0.00 0.00 0.00
-8,802.20 3,329.52 0.00 0.00 26,406.61 -9,988.55
3,329.52 -3,000.78 0.00 0.00 -9,988.55 9,002.35
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
978.17 0.00 0.00 0.00 0.00 652.11 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 978.17 0.00 0.00 0.00 652.11 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 1,956.34 0.00 0.00 978.17 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 978.17 0.00 0.00 652.11 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
978.17 0.00 0.00 1,956.34 0.00 -978.17 978.17
0.00 0.00 0.00 0.00 0.00 0.00 0.00
-978.17 0.00 0.00 -978.17 0.00 652.11 -652.11
978.17 0.00 0.00 978.17 0.00 -652.11 652.11
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 978.17 0.00 0.00 1,956.34 -978.17 978.17
0.00 -978.17 0.00 0.00 -978.17 652.11 -652.11
0.00 978.17 0.00 0.00 978.17 -652.11 652.11
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
0.00 2,717.13 5,434.27 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 5,434.27 2,717.13 0.00 0.00
0.00 0.00 0.00 2,717.13 5,434.27 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
D3 0.00 2,717.13 7,390.60 0.00 0.00 978.17 0.00
D4 978.17 0.00 0.00 7,390.60 2,717.13 -978.17 978.17
D5 0.00 978.17 0.00 2,717.13 7,390.60 -978.17 978.17
8.65935E-06 -1.9051E-05 1.01215E-05 -2.8729E-05 8.00124E-06 -1.3284E-05 0.000145869 -2.9416E-06 4.88387E-06 -2.9416E-06 0.00015982 -5.9816E-05 4.88387E-06 -5.9816E-05 0.000159056
5868.1364 -2219.6784 -2219.67842
2000.52275
D6 0.00 0.00 978.17 -978.17 -978.17 3,260.56 -1,304.22
D7 978.17 978.17 0.00 978.17 978.17 -1,304.22 1,304.22
0.0172051 -0.0229344 0.14078471 0.08152481 0.04823056 -0.01773182 326.491565 -194.384699 -194.384699 303.962532
0 0 0 0 0 0
0 0 0 0 0 0
978.1679304 0 0 0 652.1119536 0
0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0 0 0
0 978.1679304 0 0 652.1119536 0
0 0 0 0 0 0
978.1679304 0 1956.335861 0 -978.16793 978.1679304
0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0 0 0
978.1679304 0 978.1679304 0 -652.111954 652.1119536
0 0 0 978.1679304 -978.16793 978.1679304 0 0 0 1956.335861 -978.16793 978.1679304 -978.16793 652.1119536 -652.111954 978.1679304 -652.111954 652.1119536
0 0 0 0 0 0
0 0 0 0 4528.555233 2264.277617 2264.277617 4528.555233 0 0 0 0
D3 978.17 0.00 6,484.89
-978.16793 0 -978.16793 0 652.1119536 -652.111954
D4 0.00 978.17 2,264.28
0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0 0 0
D5 0.00 0.00 -978.17
D6 978.17 978.17 978.17
2,264.28 -978.17 978.17
6,484.89 -978.17 978.17
-2.475E-05 1.41992E-05 1.41992E-05 -2.475E-05 0.000180718 -6.5242E-05 -6.5242E-05 0.000180718
978.17 0.00 652.11
0.00 978.17 652.11
0.00
-978.17 2,608.45 -1,304.22
978.17 -1,304.22 1,304.22
0.010320772 0.01032077 -0.11295512 -0.11295512 0.081992801 0.0819928 0.10263435 0.10263435 220.978147 -200.78725 -200.78725 361.192707
0.00 0.00
978.17 978.17 1,304.22
0.111801242 0.111801242
218.720779
-0.10069761 -0.09229632 0.08701143 0.09397999
HALLAR LOS DESPLAZAMIENTOS Y GIROS EMPLEANDO EL ANÁLISIS SISMICO ESTÁTICO. CALCULAR FUERZAS CORTANTES Y DEBIDO A LAS ACCIONES SISMICAS
3m
3m
CONSIDERAR F'c= 210.00 γ= PESO ESPECÍFICO DE CONCRETO= 2.40 MODULO DE ELAST. DEL CONCRETO: 15,000RAIZ(F'c)= 2,173,706.51 SECCION DE VIGAS ANCHO= 0.3 M PERALTE= 0.5 M COLUMNAS ANCHO= 0.35 LARGO= 0.35 LOSAS ALIGERADAS, E=0.20M Walig 250 KG/M2 Wacab= 100 KG/M2 USO PARA CENTRO COMERCIAL
KG/CM2 TON/M3 TON/M3
Wviva= 500 KG/M2 LUGAR DE CONSTRUCCION: SUELO: INTERMEDIO
TRUJILLO
CALCULO DE LA MASA POR PISO PRIMER PISO CARGA MUERTA LOSA ALIGERADA 5.7 ACABADOS 10.3 VIGAS 2 10.3 3 5.7 COLUMNAS 2 0.35 4 0.35 TOTAL CARGA MUERTA (TON) CARGA VIVA LOSA ALIGERADA TOTAL CARGA VIVA (TON) SEGUNDO PISO CARGA MUERTA LOSA ALIGERADA ACABADOS VIGAS COLUMNAS
9.4 6.3 0.3 0.3 0.35 0.35
250 100 0.5 0.5 1.375 2.625
10.3
6.3
500
32,445.00 32.45
5.7 5.3
4.7 6.3
2 100 0.5 0.5 1.25
53.58 3,339.00 3,816.00 4,104.00 1,470.00
2 2 4
5.3 5.7 0.35
0.3 0.3 0.35
TOTAL CARGA MUERTA (TON) CARGA VIVA LOSA ALIGERADA TOTAL CARGA VIVA (TON)
5.3
USAR
PETO TOTAL
2400 2400 2400
12.78
6.3
100
PESO TOTAL DE LA EDIFICACIÓN CARGA MUERTA PRIMER PISO CARGA MUERTA SEGUNDO PISO CARGA VIVA PRIMER PISO CARGA VIVA ZOTEA CATEGORÍA B
2400 2400 2400 2400
13,395.00 6,489.00 7,416.00 6,156.00 808.50 3,087.00 37.35
3,339.00 3.34
37.35 12.78 32.45 3.34 50% CARGA VIVA EN PRIMER PISO 25% CARGA VIVA EN PRIMER PISO 67.19 TON
FACTOR DE ZONA
Z=
0.45
FACTOR DE USO
U=
1.3
FACTOR DE SUELO
S2=
1.05
PERIODO DEL SUELO
Tp=
0.6
Tl=
2
PERIODO FUDAMENTAL DE VIBRACIÓN ALTURA EDIFICACIÓN
Hn=
PERIDO FUNDAMENTAL
6M
Ct=
35
T=
0.1714 SEG
FACTOR DE AMPLIFICACIÓN SISMICA C=
2.5
COEFICIENTE DE REDUCCIÓN SISMICA Ro= Ia= Ip=
8 1 0.85
R=
6.8
CORTANTE BASAL ZUCS/R C/R
0.225827206
0.367647059 >=0.125
OK
CORTANTE BASAL PARA
15.17 TON
T=
0.1714 < 0.5
K=
1 PISO 1.00 2.00 TOTAL
Hi (M) 3.00 6.00
Pi (TON) 53.57 13.62 67.19
PixHi 160.72 81.70 242.43
CALCULO DE RIGIDECES LATERALES EN LOS PORTICOS PORTICO 1 Y 2
D4
0.5 8
D5
D7
h
αi 0.66 0.34 1.00
Fi (TON) 10.06 5.11 15.17
D7 b
8 0.3 3
4
5
D1
D2
h b
6
0.5 0.3
7
1
3
D3 0.5 0.3
D6
3
2
5 0.35 0.35 bh
5 0.35 0.35 bh
f'c= Ec=
210 kg/cm2 2,173,706.51 ton/m2
I2= I3= I4= I5= I6= I7= I7=
0.001250521 0.001250521 0.001250521 0.001250521 0.003125 0.003125 0.003125
0.35 0.35 bh
m4 m4 m4 m4 m4 m4 m4
EI2= EI3= EI4= EI5= EI6= EI7= EI8=
2,718.27 2,718.27 2,718.27 2,718.27 6,792.83 6,792.83 6,792.83
TON-M2 TON-M2 TON-M2 TON-M2 TON-M2 TON-M2 TON-M2
MATRIZ DE COMPATIBLIDAD ELEMENTO 1
d1 d2 d3 d4
D1 0 0 0 1
MATRIZ DE COMPATIBLIDAD ELEMENTO 2
D2 0 0 0 0
D3 0 0 0 0
D4 0 0 0 0
D5 0 0 0 0
D6 0 0 -1 0
d1 d2 d3 d4
D1 0 0 0 0
D2 0 0 0 1
D3 0 0 0 0
D4 0 0 0 0
D5 0 0 0 0
D6 0 0 -1 0
D2 0 0 0 0
D3 0 0 0 1
D4 0 0 0 0
D5 0 0 0 0
D6 0 0 -1 0
D2 0 0 0 0
D3 0 0 0 0
D4 0 0 0 1
D5 0 0 0 0
D6 -1 0 0 0
D2 0 1 0 0
D3 0 0 0 0
D4 0 0 0 0
D5 0 0 0 1
D6 -1 0 0 0
D2 0
D3 0
D4 0
D5 0
D6 0
MATRIZ DE COMPATIBLIDAD ELEMENTO 3
d1 d2 d3 d4
D1 0 0 0 0
MATRIZ DE COMPATIBLIDAD ELEMENTO 4
d1 d2 d3 d4
D1 0 1 0 0
MATRIZ DE COMPATIBLIDAD ELEMENTO 5
d1 d2 d3 d4
D1 0 0 0 0
MATRIZ DE COMPATIBLIDAD ELEMENTO 6
d1
D1 0
d2 d3 d4
1 0 0
0 0 1
0 0 0
0 0 0
0 0 0
0 0 0
D2 0 1 0 0
D3 0 0 0 1
D4 0 0 0 0
D5 0 0 0 0
D6 0 0 0 0
D2 0 0 0 0
D3 0 0 0 0
D4 0 1 0 0
D5 0 0 0 1
D6 0 0 0 0
MATRIZ DE COMPATIBLIDAD ELEMENTO 7
d1 d2 d3 d4
D1 0 0 0 0
MATRIZ DE COMPATIBLIDAD ELEMENTO 8
d1 d2 d3 d4
D1 0 0 0 0
CALCULO DE RIGIDECES LATERALES EN LOS PORTICOS D3
PORTICO B Y C
0.5
D4
D6
h b
6 0.3 3
3
4
D1
D2 5
h b
0.5 0.3
D5
1
3
2
6 0.35 0.35 bh f'c= Ec=
0.35 0.35 bh
210 kg/cm2 2,173,706.51 ton/m2
MATRIZ DE COMPATIBLIDAD ELEMENTO 1
d1 d2 d3 d4
D1 0 0 0 1
D2 0 0 0 0
D3 0 0 0 0
D4 0 0 0 0
D5 0 0 -1 0
D6 0 0 0 0
D1 0 0 0 0
D2 0 0 0 1
D3 0 0 0 0
D4 0 0 0 0
D5 0 0 -1 0
D6 0 0 0 0
ELEMENTO 2
d1 d2 d3 d4
ELEMENTO 3
d1 d2 d3 d4
D1 0 1 0 0
D2 0 0 0 0
D3 0 0 0 1
D4 0 0 0 0
D5 -1 0 0 0
D6 0 0 -1 0
D1 0 0 0 0
D2 0 1 0 0
D3 0 0 0 0
D4 0 0 0 1
D5 -1 0 0 0
D6 0 0 -1 0
D1 0 1 0 0
D2 0 0 0 1
D3 0 0 0 0
D4 0 0 0 0
D5 0 0 0 0
D6 0 0 0 0
D1 0 0 0 0
D2 0 0 0 0
D3 0 1 0 0
D4 0 0 0 1
D5 0 0 0 0
D6 0 0 0 0
ELEMENTO 4
d1 d2 d3 d4
ELEMENTO 5
d1 d2 d3 d4
ELEMENTO 6
d1 d2 d3 d4
PORTICO A h b
D1
D2
0.5 0.3
3
D3
2
1 3
6 0.35 0.35 bh f'c= Ec=
0.35 0.35 bh
210 kg/cm2 2,173,706.51 ton/m2
MATRIZ DE COMPATIBLIDAD ELEMENTO 1
d1 d2 d3 d4
D1 0 0 0 1
D2 0 0 0 0
D3 0 0 -1 0
D1 0 0 0 0
D2 0 0 0 1
D3 0 0 -1 0
D1 0 1 0 0
D2 0 0 0 1
D3 0 0 0 0
ELEMENTO 2
d1 d2 d3 d4 ELEMENTO 3
d1 d2 d3 d4
MATRICES DE COMPATIBILIDAD DE LOS PORTICOS Xo Yo CENTRO MASAS 0 0 PRIMER PISO 0 0 SEGUNDO PISO PORTICO A ANG. PRIMER PISO SEGUNDO PISO 0.00 0.00 PORTICO B ANG. PRIMER PISO SEGUNDO PISO 0.00 0.00 PORTICO C ANG. PRIMER PISO SEGUNDO PISO 0.00 0.00 PORTICO 1 ANG. PRIMER PISO SEGUNDO PISO 1.00
90 5.098390 0
1.571 0 0
0.00 0.00
1.00 0.00
90 0.09838962 2.5
1.571 0 0
0.00 0.00
1.00 0.00
90 -4.90161038 -2.5
1.571 0 0
0.00 0.00
1.00 0.00
0 0 0
0.000 -3 -3
0.00
0.00
0.00 0.00
5.10 0.00
0.00 0.00
0.00 1.00
0.10 0.00
0.00 2.50
0.00 1.00
-4.90 0.00
0.00 -2.50
0.00
3.00
0.00
0.00 PORTICO 2 ANG. PRIMER PISO SEGUNDO PISO 1.00 0.00
1.00
0.00
0 0 0
0.000 3 3
0.00 1.00
0.00 0.00
RIGIDEZ GLOBAL EDIFICACIÓN D1 D2 D1 10,214.63 -3,738.81 D2 -3,738.81 3,163.04 D3 0.00 0.00 D4 0.00 0.00 D5 0.00 0.00 D6 0.00 0.00
D3
0.00
0.00
3.00
0.00 0.00
-3.00 0.00
0.00 -3.00
D4 0.00 0.00 10,160.74 -3,709.00 -11,009.07 0.00
D5
0.00 0.00 -3,709.00 2,918.49 8,907.58 0.00
0.00 0.00 -11,009.07 8,907.58 238,997.93 -56,830.59
D6 0.00 0.00 0.00 0.00 -56,830.59 46,707.93
CALCULO MOMENTO TORSIONAL PRIMER PISO ex1 ey1 SEGUNDO PISO ex2 ey2
Lx= 0.50 0.30 Lx= 0.25 0.30
10 M M 5 M M
Ly= 6
CR 0.00 -1.08
Ly= 6 0.00 0.00
VECTOR DE CARGAS GLOBALES Q1X= Q2X= Q1Y= Q2Y= Q1φ= Q2φ=
10.06 5.11 10.06 5.11 -2.85 2.81
TON TON TON TON TON-M TON-M
DESPLAZAMIENTOS GLOBALES D1X= D2X= D1Y= D2Y= D1φ= D2φ=
0.00277893 0.00490155 0.00304633 0.00596572 -0.00011205 -7.6121E-05
M M M M RAD RAD
0.000172556 0.000203966 -1.05237E-20 2.54913E-21 -8.1579E-22 -9.9259E-22
0.000203966 0.000557246 -1.24393E-20 3.01315E-21 -9.6429E-22 -1.17327E-21
CALCULO DE DESPLAZAMIENTO LATERALES EN LOS PORTICOS PORTICO A D1 D2 h b
R=
D3=
0.002475 m
3
PORTICO B
D3
D4
D6=
0.005775
m
0.003035
m
0.006156
m
0.003596
m
3 D1
D2 D5=
3
PORTICO C
D3
D4
D6=
3 D1
D2 D5=
D5=
3
D4
PORTICO 1
D5 0.004673
D7=
3 D1
D2
D3
D6=
0.002443
3
D4
PORTICO 2
D5 0.005130
D7=
3 D1
3
ANALISIS DINAMICO
D2
D3
D6=
0.003115
EJE X MATRIX RIGIDEZ 10,214.63 -3,738.81 MATRIX DE MASA 5.46 0
7.58067749 λ2
-3,738.81 3,163.04
10,214.63
-5.46 λ
-3,738.81
0 1.39
-31452.8803 λ
18330559.93
λ1 =
2,074.54
-
1,373.19
=
701.35
λ2 =
2,074.54
+
1,373.19
=
3,447.74
CALCULO DE MODOS DE VIBRACIÓN Modo de Vibrar 1 10,214.63 -3,738.81
-3,738.81 3,163.04
-
701.35
5.46 0.00
0.00 1.39
6,384.45 -3,738.81
-3,738.81 3,163.04
x
a11 a21
a11 a21 Modo de Vibrar 2 10,214.63 -3,738.81
-3,738.81 3,163.04
-
3,447.74
5.46 0.00
0.00 1.39
-8,614.03 -3,738.81
-3,738.81 3,163.04
x
a12 a22
a12 a22 MATRIZ MODAL a11 a21
a12 a22
=
1.00 1.71
1.00 -2.30
NORMALIZANDO LOS MODOS DE VIBRAR MODO 1 1.00
5.46 0.00
1.71 Ф11 = Ф21 =
0.00 1.39
0.324 0.554
MODO 2 1.00
5.461 0.000
-2.30 Ф12 = Ф22 =
0.00 1.39
0.279 -0.643
MATRIZ DE MODOS NORMALIZADOS Ф11 Ф21
Ф12 Ф22
=
0.324 0.554
0.279 -0.643
X
5.461 0.000
0.000 1.388
X
X
10214.629 -3738.815
-3738.815 3163.042
X
0.000 1.388
X
VERIFICANDO CON LA MATRIZ DE MASAS 0.324 0.279
0.554 -0.643
VERIFICANDO CON LA MATRIZ DE RIGIDEZ 0.324 0.279
0.554 -0.643
CON CONDICIONES INICIALES 1 1 1
Uo=
0 0 0
Uv
CALCULO DE B 0.324 0.279
ECUACION GENERAL
0.554 -0.643
X
5.461 0.000
0.324 0.554
2.5397
COS(W1t) +
0.279 -0.643
0.6318
0.824 1.406
COS(W1t) +
0.176 -0.406
COS(W2t)
x
5.461 0.000
0.000 1.388
x
x
5.461 0.000
0.000 1.388
x
x
5.461 0.000
0.000 1.388
x
x
5.461 0.000
0.000 1.388
x
PRIMER MODO APORTA CON UN
82.36%
SEGUNDO MODO APORTA CON UN
17.64%
COS(W2t)
CALCULO DE MASAS PARTICIPANTES MODO 1 % PARTICIP. 94.17% 0.324
0.324 MODO 2
% PARTICIP. 0.279
0.279
0.554
0.554 5.83% -0.643
-0.643
LAR FUERZAS CORTANTES Y MOMENTOS
2052 404.25 771.75 TON
KG TON
TON
KG TON
TON TON TON
CALCULO CENTRO DE MASAS EN X PRIMER PISO Xi M1 9942 2.5 M2 3708 5 M3 2052 5 M4 404.25 10 M5 771.75 0 MTOTAL 37351.5
7.5 5 10 10 5
99420 37080 30780 8085 7717.5 183082.5
MOMENTO DE VOLTEO 30.18 30.68 60.86
M CONTRAVOLTEO X 160.722 40.85199 201.57399
M CONTRAVOLTEO Y 267.87 34.043325 301.913325
FSX OK 3.312
RIGIDEZ ELEMENTO 1 I1= L= D7 0 0 0 0
0.001250521 m4 3M 1,208.12 1,812.18 -1,208.12 1,812.18
RIGIDEZ ELEMENTO 2 I2= L=
1,812.18 3,624.35 -1,812.18 1,812.18
0.001250521 m4 3M
EI1=
-1,208.12 -1,812.18 1,208.12 -1,812.18
EI2=
2,718.27
1,812.18 1,812.18 -1,812.18 3,624.35
2,718.27
D7 0 0 0 0
1,208.12 1,812.18 -1,208.12 1,812.18
RIGIDEZ ELEMENTO 3 I3= L= D7 0 0 0 0
D7 0 0 -1 0
D7 0 0 -1 0
1,812.18 3,624.35 -1,812.18 1,812.18
0.001250521 m4 3M 1,208.12 1,812.18 -1,208.12 1,812.18
RIGIDEZ ELEMENTO 6 I1= L=
1,812.18 3,624.35 -1,812.18 1,812.18
0.001250521 m4 3M 1,208.12 1,812.18 -1,208.12 1,812.18
RIGIDEZ ELEMENTO 5 I5= L=
D7 0
0.001250521 m4 3M 1,208.12 1,812.18 -1,208.12 1,812.18
RIGIDEZ ELEMENTO 4 I4= L=
1,812.18 3,624.35 -1,812.18 1,812.18
1,812.18 3,624.35 -1,812.18 1,812.18
0.003125 m4 5M 652.11
1,630.28
-1,208.12 -1,812.18 1,208.12 -1,812.18
EI3=
-1,208.12 -1,812.18 1,208.12 -1,812.18
EI4=
-1,208.12 -1,812.18 1,208.12 -1,812.18
EI5=
-1,208.12 -1,812.18 1,208.12 -1,812.18
EI1=
-652.11
1,812.18 1,812.18 -1,812.18 3,624.35
2,718.27
1,812.18 1,812.18 -1,812.18 3,624.35
2,718.27
1,812.18 1,812.18 -1,812.18 3,624.35
2,718.27
1,812.18 1,812.18 -1,812.18 3,624.35
6,792.83
1,630.28
0 0 0
1,630.28 -652.11 1,630.28
RIGIDEZ ELEMENTO 7 I7= L= D7 0 0 0 0
D7 0 0 0 0
0.003125 m4 5M 652.11 1,630.28 -652.11 1,630.28
RIGIDEZ ELEMENTO 8 I8= L=
5,434.27 -1,630.28 2,717.13
1,630.28 5,434.27 -1,630.28 2,717.13
0.003125 m4 5M 652.11 1,630.28 -652.11 1,630.28
1,630.28 5,434.27 -1,630.28 2,717.13
-1,630.28 652.11 -1,630.28
EI7=
-652.11 -1,630.28 652.11 -1,630.28
EI8=
-652.11 -1,630.28 652.11 -1,630.28
2,717.13 -1,630.28 5,434.27
6,792.83
1,630.28 2,717.13 -1,630.28 5,434.27
6,792.83
1,630.28 2,717.13 -1,630.28 5,434.27
RIGIDEZ ELEMENTO 1 I1= L=
0.001250521 m4 3M 1,208.12 1,812.18 -1,208.12 1,812.18
ELEMENTO 2 I1= L=
1,812.18 3,624.35 -1,812.18 1,812.18
0.001250521 m4 3M 1,208.12 1,812.18 -1,208.12 1,812.18
1,812.18 3,624.35 -1,812.18 1,812.18
EI1=
-1,208.12 -1,812.18 1,208.12 -1,812.18
EI2=
-1,208.12 -1,812.18 1,208.12 -1,812.18
2,718.27
1,812.18 1,812.18 -1,812.18 3,624.35
2,718.27
1,812.18 1,812.18 -1,812.18 3,624.35
ELEMENTO 3 I3= L=
0.001250521 m4 3M 1,208.12 1,812.18 -1,208.12 1,812.18
ELEMENTO 4 I4= L=
0.001250521 m4 3M 1,208.12 1,812.18 -1,208.12 1,812.18
ELEMENTO 5 I5= L=
1,812.18 3,624.35 -1,812.18 1,812.18
0.003125 m4 6M 377.38 1,132.14 -377.38 1,132.14
ELEMENTO 6 I6= L=
1,812.18 3,624.35 -1,812.18 1,812.18
1,132.14 4,528.56 -1,132.14 2,264.28
0.003125 m4 6M 377.38 1,132.14 -377.38 1,132.14
1,132.14 4,528.56 -1,132.14 2,264.28
EI3=
-1,208.12 -1,812.18 1,208.12 -1,812.18
EI4=
-1,208.12 -1,812.18 1,208.12 -1,812.18
EI5=
-377.38 -1,132.14 377.38 -1,132.14
EI6=
-377.38 -1,132.14 377.38 -1,132.14
2,718.27
1,812.18 1,812.18 -1,812.18 3,624.35
2,718.27
1,812.18 1,812.18 -1,812.18 3,624.35
6,792.83
1,132.14 2,264.28 -1,132.14 4,528.56
6,792.83
1,132.14 2,264.28 -1,132.14 4,528.56
RIGIDEZ ELEMENTO 1 I1= 0.00125052 m4 L= 3M 1,208.12 1,812.18 -1,208.12 1,812.18
1,812.18 3,624.35 -1,812.18 1,812.18
ELEMENTO 2 I1= 0.00125052 m4 L= 3M 1,208.12 1,812.18 -1,208.12 1,812.18 ELEMENTO 3 I1= L=
1,812.18 3,624.35 -1,812.18 1,812.18
0.003125 m4 6M 377.38 1,132.14 -377.38 1,132.14
1,132.14 4,528.56 -1,132.14 2,264.28
EI1=
-1,208.12 -1,812.18 1,208.12 -1,812.18
EI1=
-1,208.12 -1,812.18 1,208.12 -1,812.18
EI1=
-377.38 -1,132.14 377.38 -1,132.14
1,785.74 0.00
4,187.50 -1,854.50
4,187.50 -1,854.50
5,107.31
0.00 0.00
6.12574E-17 0 1 0 5.098389623 0
0 0 0 0 0 0
-1,854.50 1,459.24
6.12574E-17 0 1 0 0.098389623 0
0 0 0 1 0 2.5
-1,854.50 1,459.24
6.12574E-17 0 1 0 -4.90161038 0
0 0 0 1 0 -2.5
-1,869.41
1 0 0 0 3
0 1 0 0 0
-1,869.41
5,107.31 -1,869.41
ey1= ey2= ex1= ex2=
CM 0 0 0 0
0.25 0.30
2.54913E-21 3.01315E-21 0.000234562 0.000707597 -2.19055E-05 -2.66529E-05
0
3
-1,869.41 1,581.52
1 0 0 0 -3 0
0 1 0 0 0 -3
CR UBICACIÓN DE CENTRO DE RIGIDEZ 0.000000 0.00 -1.083490873 0
EXCENTRICIDAD TOTAL 0.5000 -0.78
-1.05237E-20 -1.24393E-20 0.000183607 0.000234562 -4.00576E-07 -4.87389E-07
1,581.52
FUERZAS INERCIALES F1X 10.06 TON F1Y 10.06 TON F2X F2Y
-8.1579E-22 -9.6429E-22 -4.00576E-07 -2.19055E-05 7.01036E-06 8.52966E-06
-9.9259E-22 -1.17327E-21 -4.87389E-07 -2.66529E-05 8.52966E-06 3.17879E-05
5.11 TON 5.11 TON
Xi 3.889191
MOMENTO TORSIONAL -2.85
2.81
6.8
IRREGULAR 0.85
0.002475 0.000000 DERIVA 1° PISO =
m m 0.476857083
0.003035 0.005775 DERIVA 1° PISO = DERIVA 2° PISO =
<
0.70% RIGIDIZAR PORTICO
m m 0.584802516 0.527928468
0.003596 0.006156 DERIVA 1° PISO = DERIVA 2° PISO =
5.78
< <
0.70% 0.70%
OK OK
< <
0.70% 0.70%
OK OK
m m 0.69274795 0.493312766
0.002443 0.004673 DERIVA 1° PISO = DERIVA 2° PISO =
0.470639237 0.429728222
0.003115 0.005130 DERIVA 1° PISO = DERIVA 2° PISO =
m m < <
0.70% 0.70%
OK OK
< <
0.70% 0.70%
OK OK
m m 0.600173757 0.38818938
-3,738.81
3,163.04
-1.39 λ
W1=
26.48 rad/seg
T1=
0.24 seg
W2=
58.72 rad/seg
T2=
0.11 seg
x
a11 a21
=
0 0
=
1.00 1.71
x
a12 a22
=
0 0
=
1.00 -2.30
=
0 0
=
0 0
1.00 1.71
5.46
2.37
9.51
1.00 -2.30
5.46
-3.20
12.83
0.324 0.554
0.279 -0.643
=
1.00 0.00
0.00 1.00
OK
0.324 0.554
0.279 -0.643
=
701.35 0.00
0.00 3,447.74
OK
1 1
=
2.5397 0.6318
1 1
=
2.5397
TON.SEG/M2
0.324 0.554
=
1.0000
TON.SEG/M2
1.771014025 0.768687345
1.771014025 0.768687345
6.450 1 1
=
0.6318
TON.SEG/M2
0.279 -0.643
=
1.0000
TON.SEG/M2
1.524687314 -0.89287558
1.524687314 -0.89287558
0.399 TOTAL
6.849
6.849
0.000 OK
UBICACIÓN CENTRO DE RIGIDEZ PRIMER NIVEL Xi Yi 3.889191 0 UBICACIÓN CENTRO DE MASAS Xi Yi 4.901610 0
4.90161038 M
EXCENTRICIDAD 1.012419
0
SEGUNDO PISO COINCIDEN AMBOS
FSX OK 4.961
MAYOR A 1.5
TON-M2
0 0 0 0 0 0 0
0 0 0 0 0 0 0
0 0 0 0 0 -1 0
1 0 0 0 0 0 0
TON-M2
0 0
0 0
0 0
0 1
0 0 0 0 0
0 0 0 0 0
0 0 0 -1 0
0 0 0 0 0
TON-M2
0 0 0 0 0 0 0
0 0 0 0 0 0 0
0 0 0 0 0 -1 0
0 0 1 0 0 0 0
TON-M2
0 0 0 0 0 -1 0
1 0 0 0 0 0 0
0 0 0 0 0 0 -1
0 0 0 1 0 0 0
TON-M2
0 0 0 0 0 -1 0
0 1 0 0 0 0 0
0 0 0 0 0 0 -1
0 0 0 0 1 0 0
TON-M2
0 0 0 0
1 0 0 0
0 0 0 0
0 1 0 0
0 0 0
0 0 0
0 0 0
0 0 0
TON-M2
0 0 0 0 0 0 0
0 1 0 0 0 0 0
0 0 0 0 0 0 0
0 0 1 0 0 0 0
TON-M2
0 0 0 0 0 0 0
0 0 0 1 0 0 0
0 0 0 0 0 0 0
0 0 0 0 1 0 0
TON-M2 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0 -1 0
1 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0 -1 0
0 1 0 0 0 0
TON-M2
TON-M2 0 0 0 0 -1 0
1 0 0 0 0 0
0 0 0 0 0 -1
0 0 1 0 0 0
0 0 0 0 -1 0
0 1 0 0 0 0
0 0 0 0 0 -1
0 0 0 1 0 0
0 0 0 0 0 0
1 0 0 0 0 0
0 0 0 0 0 0
0 1 0 0 0 0
0 0 0 0 0 0
0 0 1 0 0 0
0 0 0 0 0 0
0 0 0 1 0 0
TON-M2
TON-M2
TON-M2
2,718.27 TON-M2
1,812.18 1,812.18 -1,812.18 3,624.35
0 0 0
0 0 0
0 0 -1
1 0 0
0 0 0
0 0 0
0 0 -1
0 1 0
0 0 0
1 0 0
0 0 0
0 1 0
2,718.27 TON-M2
1,812.18 1,812.18 -1,812.18 3,624.35
6,792.83 TON-M2
1,132.14 2,264.28 -1,132.14 4,528.56
0.00 0.00 1,785.74 0.00 9,104.41 0.00
0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 1,785.74 0.00 9,104.41 0.00
0.00 0.00 4,187.50 -1,854.50 412.01 -4,636.25
0.00 0.00 -1,854.50 1,459.24 -182.46 3,648.11
0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 4,187.50 -1,854.50 412.01 -4,636.25
0.00 0.00 4,187.50 -1,854.50 -20,525.48 4,636.25
0.00 0.00 -1,854.50 1,459.24 9,090.04 -3,648.11
0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 4,187.50 -1,854.50 -20,525.48 4,636.25
5,107.31 -1,869.41 0.00 0.00 15,321.94
-1,869.41 1,581.52 0.00 0.00 -5,608.22
5,107.31 -1,869.41 0.00 0.00 15,321.94
-1,869.41 1,581.52 0.00 0.00 -5,608.22
0.00 0.00 0.00 0.00 0.00
Yi 0
OMENTO TORSIONAL TON-M
TON-M
-5,608.22
4,744.56
-5,608.22
4,744.56
0.00
5,107.31 -1,869.41 0.00 0.00 -15,321.94 5,608.22
-1,869.41 1,581.52 0.00 0.00 5,608.22 -4,744.56
5,107.31 -1,869.41 0.00 0.00 -15,321.94 5,608.22
-1,869.41 1,581.52 0.00 0.00 5,608.22 -4,744.56
0.00 0.00 0.00 0.00 0.00 0.00
1.771 1.525
0.769 -0.893
1242.097 5256.722
539.117 -3078.401
1.77101402 0.768687345 1.52468731 -0.89287558
GUNDO PISO COINCIDEN AMBOS
1812.17685 1812.176852 -1812.17685 3624.3537 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1208.1179 1812.176852 -1208.1179 1812.17685 0 0 0 0
0 0 0 1812.17685 1812.176852 -1812.17685
0 3624.3537
3,624.35 0.00 0.00 0.00 0.00 1,812.18 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00
0.00 3,624.35
0 0 0 1208.1179 0
0 0 0 1812.17685 0
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 1,812.18 0.00
0 0 0 0 0 0 0 0 1812.17685 1812.176852 -1812.17685 3624.3537 0 0 0 0 0 0 0 0 1208.1179 1812.176852 -1208.1179 1812.17685 0 0 0 0
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
1812.17685 3624.353705 -1812.17685 1812.17685 0 0 0 0 0 0 0 0 1812.17685 1812.176852 -1812.17685 3624.3537 0 0 0 0 -1208.1179 -1812.17685 1208.1179 -1812.17685 1208.1179 1812.176852 -1208.1179 1812.17685
3,624.35 0.00 0.00 1,812.18 0.00 -1,812.18 1,812.18
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0 0 0 0 1812.17685 3624.353705 -1812.17685 1812.17685 0 0 0 0 0 0 0 0 1812.17685 1812.176852 -1812.17685 3624.3537 -1208.1179 -1812.17685 1208.1179 -1812.17685 1208.1179 1812.176852 -1208.1179 1812.17685
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 3,624.35 0.00 0.00 1,812.18 -1,812.18 1,812.18
5,434.27 2,717.13 0.00 0.00
2,717.13 5,434.27 0.00 0.00
1630.27988 1630.27988 0 0
0 0 0 1812.176852 0
5434.26628 2717.13314 0 0
0 0 0 -1208.1179 0
-1630.27988 2717.13314 -1630.27988 5434.26628 0 0 0 0
0 0 0
0 0 0
0 1630.27988 1630.27988 0 0 0 0
0 5434.26628 2717.13314 0 0 0 0
0 0 0 1630.27988 1630.27988 0 0
0 0 0 5434.26628 2717.13314 0 0
0 0 0
0 0 0
0.00 0.00 0.00
0.00 0.00 0.00
0 0 -1630.27988 2717.13314 -1630.27988 5434.26628 0 0 0 0 0 0 0 0
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 5,434.27 2,717.13 0.00 0.00 0.00 0.00
0 0 0 0 0 0 -1630.27988 2717.13314 -1630.27988 5434.26628 0 0 0 0
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
KGLOBAL=
D1 12,682.97 2,717.13 0.00 1,812.18 0.00 0.00 1,812.18
D1 D2 D3 D4 D5 D6 D7
D2 2,717.13 18,117.24 2,717.13 0.00 1,812.18 0.00 1,812.18
8.46841E-05 -1.4211E-05 -1.4211E-05 6.15428E-05 4.26252E-06 -1.846E-05 -1.9553E-05 7.18189E-06 8.70777E-06 -1.4466E-05 KLAT 1 Y 2=
D6 D7
5,107.31 -1,869.41 D6
-1,869.41 1,581.52 D7
1812.17685 1812.176852 -1812.17685 3624.3537 0 0 0 0 0 0 0 0 0 0 0 0 1208.1179 1812.176852 -1208.1179 1812.17685 0 0 0 0
3624.353705 0 0 0 1812.176852 0
0 0 0 0 0 0
0 0 0 0 1812.17685 1812.176852 -1812.17685 3624.3537 0 0 0 0 0 0 0 0 1208.1179 1812.176852 -1208.1179 1812.17685 0 0 0 0
0 0 0 0 0 0
0 3624.353705 0 0 1812.176852 0
1812.17685 3624.353705 -1812.17685 1812.17685 0 0 0 0 1812.17685 1812.176852 -1812.17685 3624.3537 0 0 0 0 -1208.1179 -1812.17685 1208.1179 -1812.17685 1208.1179 1812.176852 -1208.1179 1812.17685
3624.353705 0 1812.176852 0 -1812.17685 1812.176852
0 0 0 0 0 0
0 0 0 0 1812.17685 3624.353705 -1812.17685 1812.17685 0 0 0 0 1812.17685 1812.176852 -1812.17685 3624.3537 -1208.1179 -1812.17685 1208.1179 -1812.17685 1208.1179 1812.176852 -1208.1179 1812.17685
0 0 0 0 0 0
0 3624.353705 0 1812.176852 -1812.17685 1812.176852
1132.13881 4528.555233 -1132.13881 2264.27762 1132.13881 2264.277617 -1132.13881 4528.55523 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4528.555233 2264.277617 2264.277617 4528.555233 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 1132.13881 4528.555233 -1132.13881 2264.27762 1132.13881 2264.277617 -1132.13881 4528.55523 0 0 0 0 0 0 0 0
D1 D2 D3 D4 D5
0 0 0 0 0 0
0 0 0 0 0 0
D1 11,777.26 2,264.28 1,812.18 0.00 0.00
D2 2,264.28 11,777.26 0.00 1,812.18 0.00
D6
1,812.18
1,812.18
9.22593E-05 -1.9406E-05 -1.9406E-05 9.22593E-05 -2.3519E-05 1.08453E-05 1.08453E-05 -2.3519E-05
KLAT B Y C=
D5 D6
D5 4,187.50 -1,854.50
D6 -1,854.50 1,459.24
1,812.18 0.00 1,208.12
1,812.18 0.00 1,812.18
-1,812.18 0.00 -1,208.12
3,624.35 0.00 1,812.18
3,624.35 0.00 1,812.18
0.00 0.00 0.00
0.00 1,812.18 1,208.12
0.00 1,812.18 1,812.18
0.00 -1,812.18 -1,208.12
0.00 3,624.35 1,812.18
0.00 0.00 0.00
0.00 3,624.35 1,812.18
1,132.14 1,132.14 0.00
4,528.56 2,264.28 0.00
-1,132.14 -1,132.14 0.00
2,264.28 4,528.56 0.00
4,528.56 2,264.28 0.00
2,264.28 4,528.56 0.00
8,152.91 2,264.28 1,812.18
2,264.28 8,152.91 1,812.18
0.000132907 -3.6912E-05 -3.6912E-05 0.000132907 KLATEA= KLATEA=
0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 9,104.41 0.00 46,417.83 0.00
0.00 0.00 0.00 0.00 0.00 0.00
8.3229E+16 0
0.00 0.00 -1,854.50 1,459.24 -182.46 3,648.11
0.00 0.00 412.01 -182.46 40.54 -456.16
0.00 0.00 -4,636.25 3,648.11 -456.16 9,120.28
1.6062E+15 #DIV/0!
0.00 0.00 -1,854.50 1,459.24 9,090.04 -3,648.11
0.00 0.00 -20,525.48 9,090.04 100,607.92 -22,725.10
0.00 0.00 4,636.25 -3,648.11 -22,725.10 9,120.28
-8.0017E+16 #DIV/0!
0.00 0.00 0.00 0.00 0.00
15,321.94 -5,608.22 0.00 0.00 45,965.83
-5,608.22 4,744.56 0.00 0.00 -16,824.67
#DIV/0! #DIV/0!
1,785.74 TON/M 1,785.74 0
0 0
0.00
-16,824.67
14,233.69
0.00 0.00 0.00 0.00 0.00 0.00
-15,321.94 5,608.22 0.00 0.00 45,965.83 -16,824.67
5,608.22 -4,744.56 0.00 0.00 -16,824.67 14,233.69
#DIV/0! #DIV/0!
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
1,812.18 0.00 0.00 0.00 0.00 1,208.12 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 1,812.18
0.00 0.00
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 1,208.12 0.00
0.00 0.00 0.00 0.00 0.00
0.00 0.00 3,624.35 0.00 0.00 1,812.18 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 1,812.18 0.00 0.00 1,208.12 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
1,812.18 0.00 0.00 3,624.35 0.00 -1,812.18 1,812.18
0.00 0.00 0.00 0.00 0.00 0.00 0.00
-1,812.18 0.00 0.00 -1,812.18 0.00 1,208.12 -1,208.12
1,812.18 0.00 0.00 1,812.18 0.00 -1,208.12 1,208.12
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 1,812.18 0.00 0.00 3,624.35 -1,812.18 1,812.18
0.00 -1,812.18 0.00 0.00 -1,812.18 1,208.12 -1,208.12
0.00 1,812.18 0.00 0.00 1,812.18 -1,208.12 1,208.12
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 2,717.13 5,434.27 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 5,434.27 2,717.13 0.00 0.00
0.00 0.00 0.00 2,717.13 5,434.27 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
D3 0.00 2,717.13 9,058.62 0.00 0.00 1,812.18 0.00
D4 1,812.18 0.00 0.00 9,058.62 2,717.13 -1,812.18 1,812.18
D5 0.00 1,812.18 0.00 2,717.13 9,058.62 -1,812.18 1,812.18
4.26252E-06 -1.9553E-05 8.70777E-06 -1.846E-05 7.18189E-06 -1.4466E-05 0.000115929 -2.1542E-06 4.33903E-06 -2.1542E-06 0.000126078 -3.9254E-05 4.33903E-06 -3.9254E-05 0.00012506
D6 0.00 0.00 1,812.18 -1,812.18 -1,812.18 6,040.59 -2,416.24
D7 1,812.18 1,812.18 0.00 1,812.18 1,812.18 -2,416.24 2,416.24
0.02737781 -0.02025253 0.20612474 0.10805674 0.07257414 -0.02176861 933.275257 -546.828509 -546.828509 834.715024
0 0 0 0 0 0
0 0 0 0 0 0
1812.176852 0 0 0 1208.117902 0
0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0 0 0
0 1812.176852 0 0 1208.117902 0
0 0 0 0 0 0
1812.176852 0 3624.353705 0 -1812.17685 1812.176852
0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 1812.176852 -1812.17685 1812.176852 0 0 0 3624.353705 -1812.17685 1812.176852 -1812.17685 1208.117902 -1208.1179 1812.176852 -1208.1179 1208.117902
0 0 0 0 0 0
0 0 0 0 4528.555233 2264.277617 2264.277617 4528.555233 0 0 0 0
D3 1,812.18 0.00 8,152.91 2,264.28 -1,812.18
-1812.17685 1812.176852 0 0 -1812.17685 1812.176852 0 0 1208.117902 -1208.1179 -1208.1179 1208.117902
D4 0.00 1,812.18 2,264.28 8,152.91 -1,812.18
0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0 0 0
D5 0.00 0.00 -1,812.18 -1,812.18 4,832.47
D6 1,812.18 1,812.18 1,812.18 1,812.18 -2,416.24
1,812.18
1,812.18
-2.3519E-05 1.08453E-05 1.08453E-05 -2.3519E-05 0.000139297 -4.1097E-05 -4.1097E-05 0.000139297
1,812.18 0.00 1,208.12
0.00 1,812.18 1,208.12
0.00 0.00 0.00
-2,416.24
2,416.24
0.022966639 0.02296664 -0.17795558 -0.17795558 0.109055663 0.10905566 0.15498894 0.15498894 644.973962 -561.73474 -561.73474 956.991036
1,812.18 1,812.18 2,416.24
0.173960296 0.173960296
630.493642
-0.16124433 -0.14763323 0.13492199 0.14506168
MATRIZ DE RIGIDEZ GLOBAL
K GLOBAL =
5,868.14 -2,219.68 0.00 0.00 0.00 0.00
-2,219.68 2,000.52 0.00 0.00 0.00 0.00
CALCULO DE MASAS MASA PRIMER NIVEL (M1x, M1y) MASA SEGUNDO NIVEL (M2x, M2y)
0.00 0.00 5,860.44 -2,206.87 -6,074.15 0.00
0.00 0.00 -2,206.87 1,886.06 5,353.12 0.00
52.5405 TON 13.22733 TON
2.03 0.377981651 0.209174312 0.030275229 0.057798165
SEGUNDO PISO M1 0.35 M2 0.194495413 M3 0.209174312 M4 0.027522936
0.00 0.00 0.00 0.00 -33,770.06 29,792.59
5.355810398 TON-SEG/M2 1.348351682 TON-SEG/M2
CALCULO DE MOMENTO POLAR DE INERCIA CM X 4.925656699 M Y 0M PRIMER PISO M1 M2 M3 M4 M5
0.00 0.00 -6,074.15 5,353.12 138,702.01 -33,770.06
10 6
TON-SEG/M2 TON-SEG/M2 TON-SEG/M2 TON-SEG/M2 TON-SEG/M2
X1 0.074343301 0.074343301 -4.925656699 5.074343301 -4.925656699
Y1
X1
Y1
TON-SEG/M2 TON-SEG/M2 TON-SEG/M2 TON-SEG/M2
X2 0 3 0 3 3
0 0 -2.5 -2.5
0.074343301 0.074343301 5.074343301 -4.925656699 X2
0 3 0 3
0 2.5 -2.5
MATRIZ DE MASAS
M=
5.3558 0.0000 0.0000 0.0000 0.0000 0.0000
0.0000 1.3484 0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 5.3558 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 1.3484 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000 47.2429 0.0000
0.0000 0.0000 0.0000 0.0000 0.0000 9.5525
FACTOR DE ZONA
Z=
0.45
FACTOR DE USO
U=
1.3
FACTOR DE SUELO
S2=
1.05
PERIODO DEL SUELO
Tp=
0.6
Tl=
2
C=
2.5
Ro= Ia= Ip=
8 1 0.85
R=
6.8
COEFICIENTE DE REDUCCIÓN SISMICA
CORTANTE BASAL ZUS/R
ωi2 (rad/seg)2
ωi (rad/seg)
fi (Hertz)
Ti (S)
Ci
109.16 156.38 241.85 1,236.00 3,139.50 4,335.90
10.45 12.51 15.55 35.16 56.03 65.85
1.66 1.99 2.48 5.60 8.92 10.48
0.60 0.50 0.40 0.18 0.11 0.10
2.49 2.50 2.50 2.50 2.50 2.50
MODO 2
MODO 3
MODO 4
MODO 5
1 0.5 0.2 0.6 0.5 0.3
1 0.5 0.2 0.6 0.5 0.3
1 0.5 0.2 0.6 0.5 0.3
1 0.5 0.2 0.6 0.5 0.3
CALCULO DE LOS MODOS DE VIBRAR MODO 1 a1x a2x a1y a2y a1z a2z
0.090330882
1 0.5 0.2 0.6 0.5 0.3
NORMALIZACÓN DE MODOS DE VIBRAR MODO 1
1
0.5
0.2
0.6
0.5
0.3
1
0.5
0.2
0.6
0.5
0.3
1
0.5
0.2
0.6
0.5
0.3
1
0.5
0.2
0.6
0.5
0.3
1
0.5
0.2
0.6
0.5
0.3
1
0.5
0.2
0.6
0.5
0.3
MODO 2
MODO 3
MODO 4
MODO 5
MODO 6
MATRIZ MODAL NORMALIZADA
Ф1x Ф2x Ф1y Ф2y Ф1z Ф2z
MODO 1
MODO 2
MODO 3
MODO 4
MODO 5
0.229036364 0.114518182 0.045807273 0.137421818 0.114518182 0.068710909
0.229036364 0.114518182 0.045807273 0.137421818 0.114518182 0.068710909
0.229036364 0.114518182 0.045807273 0.137421818 0.114518182 0.068710909
0.229036364 0.114518182 0.045807273 0.137421818 0.114518182 0.068710909
0.229036364 0.114518182 0.045807273 0.137421818 0.114518182 0.068710909
Y 0 0 1 1 0 0
Z 0 0 0 0 1 1
MATRIZ DE ACELEROGRAMAS PISO 1 2 1 2 1 2
γ=
X 1 1 0 0 0 0
CALCULO DE COEFICIENTES DE PARTICIPACIÓN α
MODO 1 MODO 2 MODO 3 MODO 4 MODO 5 MODO 6
αx -1.381086121 -1.381086121 -1.381086121 -1.381086121 -1.381086121 -1.381086121
αy -0.430628007 -0.430628007 -0.430628007 -0.430628007 -0.430628007 -0.430628007
αz -6.066534052 -6.066534052 -6.066534052 -6.066534052 -6.066534052 -6.066534052
CALCULO DE MASAS PARTICIPANTES Y PORCENTAJES DE PARTICIPACIÓN POR CADA MODO DE VIBRACIÓN
DIRECCIÓN X
DIRECCIÓN Y
MODO
MASA ACTIVA
% MASA TOTAL
% ACUM.
1 2 3 4 5 6
1.91 1.91 1.91 1.91 1.91 1.91 11.44 6.70 4.74
16.67% 16.67% 16.67% 16.67% 16.67% 16.67%
16.67% 33.33% 50.00% 66.67% 83.33% 100.00%
TOTAL
OK
MASA ACTIVA 0.19 0.19 0.19 0.19 0.19 0.19 1.11 6.70 -5.59
% MASA TOTAL 16.67% 16.67% 16.67% 16.67% 16.67% 16.67%
OK
ANALIZANDO EL SISMO EN X CALCULO DE DEZPLAZAMIENTOS MÁXIMOS EN CADA MODO
rmod=
1 PISO x
MODO
αi
Sd
(ni)máx
1 2 3 4 5 6
-1.3811 -1.3811 -1.3811 -1.3811 -1.3811 -1.3811
0.0202 0.0142 0.0092 0.0018 0.0007 0.0005
-0.0280 -0.0196 -0.0127 -0.0025 -0.0010 -0.0007
-0.0280 0 0 0 0 0
0 -0.0196 0 0 0 0
0 0 -0.0127 0 0 0
0 0 0 -0.0025 0 0
0 0 0 0 -0.0010 0
MODO 1
MODO 2
MODO 3
MODO 4
MODO 5
-0.006404867 -0.004481148 -0.002897506 -0.000566959
-0.000223208
Umodx =
2 PISO x 1 PISO y 2 PISO y 1 PISO z 2 PISO z
-0.003202433 -0.001280973 -0.00384292 -0.003202433 -0.00192146
-0.002240574 -0.00089623 -0.002688689 -0.002240574 -0.001344344
-0.001448753 -0.00028348 -0.000579501 -0.000113392 -0.001738504 -0.000340176 -0.001448753 -0.00028348 -0.000869252 -0.000170088
-0.000111604 -4.46416E-05 -0.000133925 -0.000111604 -6.69624E-05
CACULO DE DESPLAZAMIENTOS MÁXIMOS SISMO EN X 1 PISO x 2 PISO x 1 PISO y 2 PISO y
0.009954111 0.004977055 0.001990822 0.005972466
VERIFICACIÓN DE DERIVAS DE PISO EN X Y Y Δ Modo 1 1 PISO x 2 PISO x 1 PISO y 2 PISO y
-0.213495553 0.106747777 -0.042699111 -0.085398221
Δ Modo 2
Δ Modo 3
Δ Modo 4
-0.149371591 -0.096583541 -0.018898648 0.074685795 0.04829177 0.009449324 -0.029874318 -0.019316708 -0.00377973 -0.059748636 -0.038633416 -0.007559459
Δ Modo 5 -0.007440271 0.003720135 -0.001488054 -0.002976108
CACULO DE DERIVAS MÁXIMAS SISMO EN X Δ Modo 1 1 PISO x 2 PISO x 1 PISO y 2 PISO y
1 PISO x 2 PISO x 1 PISO y 2 PISO y
Δ Modo 2
Δ Modo 3
Δ Modo 4
-0.006404867 -0.004481148 -0.002897506 -0.000566959 0.003202433 0.002240574 0.001448753 0.00028348 -0.001280973 -0.00089623 -0.000579501 -0.000113392 -0.002561947 -0.001792459 -0.001159002 -0.000226784
0.009954111 0.004977055 0.001990822 0.003981644
0.331803685 -0.165901842 0.066360737 0.066360737
< < < <
Δ Modo 5 -0.000223208 0.000111604 -4.46416E-05 -8.92832E-05
0.70% 0.70% 0.70% 0.70%
MOMENTO POLAR DE INERCIA Y2
X3
Y3
X4
Y4
A
B 6
-3 0 -3 -3 Y2
5.074343301
0
0.074343301
3
X3
Y3
0.074343301 X4
-3 Y4
A
B 6
-3 0 -3
2.5
3
2.5
10
-3
5
Sai (m/s2)
Sd (m)
2.21 2.22 2.22 2.22 2.22 2.22
0.020248 0.014167 0.009160 0.001792 0.000706 0.000511
MODO 6 1 0.5 0.2 0.6 0.5 0.3
x
x
x
x
x
x
5.3558 0.0000 0.0000
0.0000 1.3484 0.0000
0.0000 0.0000 5.3558
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
1.3484 0.0000 0.0000
0.0000 47.2429 0.0000
0.0000 0.0000 9.5525
5.3558 0.0000 0.0000
0.0000 1.3484 0.0000
0.0000 0.0000 5.3558
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
1.3484 0.0000 0.0000
0.0000 47.2429 0.0000
0.0000 0.0000 9.5525
5.3558 0.0000 0.0000
0.0000 1.3484 0.0000
0.0000 0.0000 5.3558
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
1.3484 0.0000 0.0000
0.0000 47.2429 0.0000
0.0000 0.0000 9.5525
5.3558 0.0000 0.0000
0.0000 1.3484 0.0000
0.0000 0.0000 5.3558
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
1.3484 0.0000 0.0000
0.0000 47.2429 0.0000
0.0000 0.0000 9.5525
5.3558 0.0000 0.0000
0.0000 1.3484 0.0000
0.0000 0.0000 5.3558
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
1.3484 0.0000 0.0000
0.0000 47.2429 0.0000
0.0000 0.0000 9.5525
5.3558 0.0000 0.0000
0.0000 1.3484 0.0000
0.0000 0.0000 5.3558
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000 0.0000 0.0000
0.0000
0.0000
0.0000
1.3484
0.0000
0.0000
E VIBRACIÓN
0.0000 0.0000
MODO 6 0.229036364 0.114518182 0.045807273 0.137421818 0.114518182 0.068710909
0.0000 0.0000
0.0000 0.0000
0.0000 0.0000
47.2429 0.0000
0.0000 9.5525
RECCIÓN Y
DIRECCIÓN Z (TOTACIONAL) % ACUM. 16.67% 33.33% 50.00% 66.67% 83.33% 100.00%
MASA ACTIVA 36.80 36.80 36.80 36.80 36.80 36.80 220.82 56.80 164.02
% MASA TOTAL
% ACUM.
16.67% 16.67% 16.67% 16.67% 16.67% 16.67%
16.67% 33.33% 50.00% 66.67% 83.33% 100.00%
SISMO TOTAL (REFERENCIAL) MASA ACTIVA
% MASA TOTAL
% ACUM.
16.67% 16.67% 16.67% 16.67% 16.67% 16.67%
16.67% 33.33% 50.00% 66.67% 83.33% 100.00%
0.00 OK
0 0 0 0 0 -0.0007 MODO 6 -0.000161619
0.006404867
-8.08093E-05 -3.23237E-05 -9.69711E-05 -8.08093E-05 -4.84856E-05
0.003202433 0.001280973 0.00384292 0.003202433 0.00192146
Δ Modo 6 -0.005387285 0.002693643 -0.001077457 -0.002154914
Δ Modo 6 -0.000161619 8.08093E-05 -3.23237E-05 -6.46474E-05
OK OK OK OK
0.006404867 0.003202433 0.001280973 0.002561947
R DE INERCIA J 22.97166157 0 0 0 0
mi(xi2+yi2) 0.01120259 6.807847878 10.46218387 2.104065464 4.885981859
J 1.757962793 0 0 0
mi(xi2+yi2) 0 3.500917431 2.614678899 1.678899083
Jo 22.98286416 6.807847878 10.46218387 2.104065464 4.885981859 47.24294323 Jo 1.757962793 3.500917431 2.614678899 1.678899083 9.552458206
1 0.5 0.2 x
0.6 0.5 0.3
=
19.06299439
=
19.06299439
=
19.06299439
=
19.06299439
=
19.06299439
=
19.06299439
1 0.5 0.2 x
0.6 0.5 0.3 1 0.5 0.2
x
0.6 0.5 0.3 1 0.5 0.2
x
0.6 0.5 0.3 1 0.5 0.2
x
0.6 0.5 0.3 1 0.5 0.2
x
0.6
0.5 0.3
0.004481148
0.002897506
0.000566959
0.000223208
0.000161619
0.002240574 0.00089623 0.002688689 0.002240574 0.001344344
0.001448753 0.000579501 0.001738504 0.001448753 0.000869252
0.00028348 0.000113392 0.000340176 0.00028348 0.000170088
0.000111604 4.46416E-05 0.000133925 0.000111604 6.69624E-05
8.08093E-05 3.23237E-05 9.69711E-05 8.08093E-05 4.84856E-05
0.004481148 0.002240574 0.00089623 0.001792459
0.002897506 0.001448753 0.000579501 0.001159002
0.000566959 0.00028348 0.000113392 0.000226784
0.000223208 0.000111604 4.46416E-05 8.92832E-05
0.000161619 8.08093E-05 3.23237E-05 6.46474E-05
