Edificio 8 Pisos Analisis Dinamico y Estatico

CALCULOS GENERALESAPELLIDO: NOMBRE: URRUCHI SANCHEZ DIEGO E.

DATOS GENERALES: Especificaciones fc = 210 kg/cm2 fy = 4200 kg/cm2 UBICACIN : HUANCAYO USO : HOSPITAL TIPO DE SUELO :TIPO 3 TIPO DE ESTR. : MIXTO

FACTOR Z = FACTOR U = FACTOR S = Tp = FACTOR R =

0.3 1.5 1.4 0.9 7

L1 L2 Lint X Lint Y

= = = =

7 5 6 3.5 210 400 100 100 210 2400

m m m m Kg/cm2 Kg/m2 Kg/m2 Kg/m2 Kg/m2 kg/m3

C1

C2

C6

fc = S/C (hospital) = S/C azotea = Acabados = Tabiqueria = Concreto =

C3

C4

C5

ALTURAS DE ENTREPISO N de pisos H1 = H2 = H3 = H4 = H5 = H6 = H7 = H8 = 8 4.3 3.5 3.5 3.5 3.5 3.5 3.5 3.0

C3

C4

C5

m m m m m m m m

C1

C2

C6

PREDIMENSIONAMIENTO1.LOSA ALIGERADA:

L1/L2= TIPO DE LOSA:

1.40

ALIGERADA ESPESOR DE LA LOSA: ALIGERADA e losa = 0.28 m e asumido= 0.30 m S/C losa = 400 Kg/m2 2.VIGAS: 12 vigas 0.5 m 0.25 m 0.5 m 0.25 m 6 vigas 0.35 m 0.18 m 0.35 m 0.2 m 16 vigas 0.7 m 0.35 m 0.7 m 0.35 m 4 vigas 0.6 m 0.3 m 0.6 m 0.3 m

2.1 VIGAS V-1 h viga = b viga = h(m) = b(m) = 2.2 VIGAS V-2 h viga = b viga = h(m) = b(m) = 2.3 VIGAS V-3 h viga = b viga = h(m) = b(m) = 2.4 VIGAS V-4 h viga = b viga = h(m) = b(m) =

C1

C2

C6

V-3 V-1C3 C4

V-3 V-1C5

VV-1

V-3 V-2C3

V-3 V-2 V-2 V-3 V-1C5

V-

V-3 V-1 V-3

C4

VV-1

V-3C2 C6

V-

C1

3.-

COLUMNAS AREA TRIBUTARIA COLUMNA C-1 C-2 C-3 C-4 C-5 C-6Total Techado

AREA 8.750 17.500 14.875 29.750 27.625 16.250 459.00

C 1m2 m2 m2 m2 m2 m2 m2

C 2

C

METRADOPeso S/C Peso Acabados Peso Tabiqueria Peso Aligerado (30cm)

400 100 210 420 P 1.50 1.25 1.10

Kg/m2 Kg/m2 Kg/m2 Kg/m2 n 0.20 0.25 0.30

C 3

C 4

C 5

Tipo de Columna C-1 C-2, C-3, C-6 C-4 , C-5

3.1 COLUMNA C-1Peso viga Peso losa Peso acabados Peso tabiquera Peso S/C

4 columnas 2808.0 Kg 1102.5 Kg 875.0 Kg 1837.5 Kg 3500.0 Kg


PESO TOTAL = CARGA MUERTA + CARGA VIVA 10123 Kg PESO TOTAL =

PESO TOTAL = CARGA MUERTA + PESO TOTAL =

Area req = Area real = Dimension =

2892.29 cm2 3000 m 0.6 m 0.5 m 4 columnas 4866.0 Kg 2205.0 Kg 1750.0 Kg 3675.0 Kg 7000.0 Kg




PESO TOTAL = CARGA MUERTA + CARGA VIVA 19496.0 Kg PESO TOTAL =



3713.52 cm2 4200 m 0.7 m 0.6 m 4 columnas


3.3 COLUMNA C-3

3.6 COLUMNA C-6

Peso viga Peso losa Peso acabados Peso tabiquera Peso S/C

3402.0 Kg 1874.3 Kg 1487.5 Kg 3123.8 Kg 5950.0 Kg

Peso viga Peso losa Peso acabados Peso tabiquera Peso S/C

PESO TOTAL = CARGA MUERTA + CARGA VIVA 15837.5 Kg PESO TOTAL =



3016.67 cm2 3500 m 0.5 m 0.7 m


4.-

PLACAS: e= 0.25 m

VERIFICACION DE LA CONFIGURACION EN PLANTA 1.* 2.* * * * IRREGULARIDAD EN PLANTA: No existe discontinuidades en planta mayores al 50%. IRREGULARIDAD EN ALTURA: No existe una irregularidad de rigidecez considerables . No existe una irregularidad en masa ,pues entres pisos adyacentes no existe una diferencia del 50% en peso. No existe irregularidad vertical ,pues todos los porticos tienen las mismas dimensiones No existe disontinuidad de elementos verticales. CONCLUSION:C1

*

No presenta discontinuidades significativas tanto en planta como en elevacion C2 C6 C6 por loVque0x 0 .3 5) V -4 (0.60x 0.30 ) -3 (0 .7 se considera ESTRUCTURA 5REGULAR V -3 (0 .70 x 0.3 )

C2V -3 (0.7 0 x0 .3 5)

V -3 (0

V-1 (0.50x0.25)

V-1 (0.50x0.25)

V-1 (0.50x0.25)

V-1 (0.50x0.25)

C3V -3 (0 .7 0x 0 .3 5)V-2 (0.35x0.20)

C4V -3 (0.7 0x0 .3 5)V-2 (0.35x0.20)

C5V -4 (0.60x 0.30 )V-2 (0.35x0.20)

C5V -3 (0.7 0x0 .3 5)V-2 (0.35x0.20) V-2 (0.35x0.20)

V-1 (0.50x0.25)

C4

V -3 (0 .

V -3 (0 .7 0x 0 .3 5)

C3

C4

V -3 (0.7 0x0 .3 5)

V -4 (0.60x 0.30 )

C5

C5

V -3 (0.7 0x0 .3 5)

C4

V -3 (0 .

V-2 (0.35x0.20)

V-2 (0.35x0.20)

V-2 (0.35x0.20)

V-2 (0.35x0.20)

V -3 (0 .7 0x 0 .3 5)

C3V-1 (0.50x0.25)

C4V-1 (0.50x0.25)

V -3 (0.7 0x0 .3 5)

V -4 (0.60x 0.30 )

C5V-1 (0.50x0.25)

C5V-1 (0.50x0.25)

V -3 (0.7 0x0 .3 5)

V-2 (0.35x0.20)

C4V-1 (0.50x0.25)

V -3 (0 .

V -3 (0 .7 0x 0 .3 5)

V -3 (0.7 0x0 .3 5)

V -4 (0.60x 0.30 )

V -3 (0.7 0x0 .3 5)

V -3 (0 .

C1

C2

C6

C6

C2

C6

C6

C2

C1

C5

C5

C4

C3

C5

C5

C4

C3

C6

C6

C2

C1

C6

C6

C2

C1

V-3 V-1C5

V-4 V-1C5

V-3 V-1C4

V-3 V-1C3

V-3 V-2 V-3C5

V-4 V-2 V-4 V-1C5

V-3 V-2 V-3C4

V-3 V-2 V-3 V-1 V-3C2 C1 C3

V-1 V-4 V-3C6

V-1

V-3C6

C 2

C 6

C 4

C 5

4 columnas 5160.0 Kg 3748.5 Kg 2975.0 Kg 6247.5 Kg 11900.0 Kg

TOTAL = CARGA MUERTA + CARGA VIVA

30031.0 Kg 4194.81 cm2 4200 m 0.7 m 0.6 m 4 columnas 4398.0 Kg 3480.8 Kg 2762.5 Kg 5801.3 Kg 11050.0 Kg


27492.5 Kg 3840.22 cm2 4200 m 0.7 m 0.6 m 4 columnas

4104.0 Kg 2047.5 Kg 1625.0 Kg 3412.5 Kg 6500.0 Kg


17689.0 Kg 3369.33 cm2 3500 m 0.7 m 0.5 m

iferencia del

C2V -3 (0.70 x0.3 5)

C1

7 0x0 .35)

V-1 (0.50x0.25)

V-1 (0.50x0.25)

C4V -3 (0.70 x0 .35)V-2 (0.35x0.20) V-2 (0.35x0.20)

C3

7 0x 0 .35)

7 0x 0 .35)

C4

V -3 (0.70 x0 .35)

C3

V-2 (0.35x0.20)

7 0x 0 .35)

C4V-1 (0.50x0.25)

V -3 (0.70 x0 .35)

V-2 (0.35x0.20)

C3V-1 (0.50x0.25)

7 0x 0 .35)

V -3 (0.70 x0 .35)

C2

C1

METRADO DE CARGAS POR PISODATOS:P.E. Concreto = S/C (hospital) = S/C azotea = Acabados = Tabiqueria = P. aligerado = espesor alig = 2400 kg/m3 400 kg/m2 100 kg/m2 100 kg/m2 210 kg/m2 420 kg/m2 0.30 m H1 H2 H3 H4 H5 H6 H7 H8 = = = = = = = = 4.30 m L(V-1) = 3.50 m L(V-2) = 3.50 m L(V-3) = 3.50 m L(V-4) = 3.50 m 3.50 m 3.50 m 3.00 m 5.0 m 3.5 m 7.0 m 6.0 m

METRADO 1ER PISO PCM Peso columnas C-1 C-2 C-3 C-4 C-5 C-6 V-1 V-2 V-3 V-4 = = = = = = = = = = 2400 2400 2400 2400 2400 2400 2400 2400 2400 2400 420 100 210 2400 2400 2400 x x x x x x x x x x x x x x x x 0.60 0.70 0.50 0.70 0.70 0.70 0.5 0.35 0.7 0.6 x x x x x x x x x x 0.50 0.60 0.70 0.60 0.60 0.50 0.25 0.2 0.35 0.3 13.5 13.5 13.5 3.5 7.0 6.0 x x x x x x x x x x x x x x x x 3.90 3.90 3.90 3.90 3.90 3.90 5.0 3.5 7.0 6.0 34.0 34.0 34.0 3.90 3.90 3.90 x x x x x x x x x x 4 4 4 4 4 4 12 6 16 4 = = = = = = = = = = = = = = = = =

Peso vigas

Peso losa aligerado Peso acabado Tabiquera mvil Placas Pl(V-2) Pl(V-3) Pl(V-4)

0.25 0.25 0.25

x x x

x x x

2 2 1 PD

PCV S/C Hospital

400 x

13.5

x

34.0 PL

= =

METRADO 2DO PISO - 6TO PISO PCM Peso columnas C-1 C-2 C-3 C-4 C-5 C-6 V-1 = = = = = = = 2400 2400 2400 2400 2400 2400 2400 x x x x x x x 0.60 0.70 0.50 0.70 0.70 0.70 0.5 x x x x x x x 0.50 0.60 0.70 0.60 0.60 0.50 0.25 x x x x x x x 3.50 3.50 3.50 3.50 3.50 3.50 5.0 x x x x x x x 4 4 4 4 4 4 12 = = = = = = =

Peso vigas

V-2 = V-3 = V-4 = Peso losa aligerado Peso acabado Tabiquera mvil Placas Pl(V-2) Pl(V-3) Pl(V-4)

2400 2400 2400 420 100 210 2400 2400 2400

x x x x x x x x x

0.35 0.7 0.6

x x x

0.25 0.25 0.25

x x x

0.2 0.35 0.3 13.5 13.5 13.5 3.5 7.0 6.0

x x x x x x x x x

3.5 7.0 6.0 34.0 34.0 34.0 3.50 3.50 3.50

x x x

6 16 4

x x x

2 2 1 PD

= = = = = = = = = =

PCV S/C Hospital

400 x

13.5

x

34.0 PL

= =

METRADO 7MO PISO PCM Peso columnas C-1 C-2 C-3 C-4 C-5 C-6 V-1 V-2 V-3 V-4 = = = = = = = = = = 2400 2400 2400 2400 2400 2400 2400 2400 2400 2400 420 100 210 2400 2400 2400 x x x x x x x x x x x x x x x x 0.60 0.70 0.50 0.70 0.70 0.70 0.5 0.35 0.7 0.6 x x x x x x x x x x 0.50 0.60 0.70 0.60 0.60 0.50 0.25 0.2 0.35 0.3 13.5 13.5 13.5 3.5 7.0 6.0 x x x x x x x x x x x x x x x x 3.25 3.25 3.25 3.25 3.25 3.25 5.0 3.5 7.0 6.0 34.0 34.0 34.0 3.25 3.25 3.25 x x x x x x x x x x 4 4 4 4 4 4 12 6 16 4 = = = = = = = = = = = = = = = = =

Peso vigas


0.25 0.25 0.25

x x x

x x x

2 2 1 PD

PCV S/C Hospital

400 x

13.5

x

34.0 PL

= =

METRADO 8VO PISO (AZOTEA) PCM Peso columnas C-1 C-2 C-3 C-4 = = = = 2400 2400 2400 2400 x x x x 0.60 0.70 0.50 0.70 x x x x 0.50 0.60 0.70 0.60 x x x x 1.50 1.50 1.50 1.50 x x x x 4 4 4 4 = = = =

Peso vigas

C-5 C-6 V-1 V-2 V-3 V-4

= = = = = =


2400 2400 2400 2400 2400 2400 420 100 210 2400 2400 2400

x x x x x x x x x x x x

0.70 0.70 0.5 0.35 0.7 0.6

x x x x x x

0.25 0.25 0.25

x x x

0.60 0.50 0.25 0.2 0.35 0.3 13.5 13.5 13.5 3.5 7.0 6.0

x x x x x x x x x x x x

1.50 1.50 5.0 3.5 7.0 6.0 34.0 34.0 34.0 1.50 1.50 1.50

x x x x x x

4 4 12 6 16 4

x x x

2 2 1 PD

= = = = = = = = = = = = =

PCV S/C Hospital

100 x

13.5

x

34.0 PL

= =

MASA TOTAL DEL

=PCM 1 2 3 4 5 6 7 8 TOTAL

11.23 Ton. 15.72 Ton. 13.1 Ton. 15.72 Ton. 15.72 Ton. 13.1 Ton. 18 Ton. 3.53 Ton. 65.86 Ton. 10.37 Ton. 192.78 Ton. 45.9 Ton. 96.39 Ton. 16.38 Ton. 32.76 Ton. 14.04 Ton. ### Ton.

580.6164 565.4580 565.4580 565.4580 565.4580 565.4580 555.9840 489.6660 ###

183.6 Ton. 183.60 Ton.

10.08 Ton. 14.11 Ton. 11.76 Ton. 14.11 Ton. 14.11 Ton. 11.76 Ton. 18 Ton.

3.53 Ton. 65.86 Ton. 10.37 Ton. 192.78 Ton. 45.9 Ton. 96.39 Ton. 14.7 Ton. 29.4 Ton. 12.6 Ton. ### Ton.

183.6 Ton. 183.60 Ton.

9.36 Ton. 13.1 Ton. 10.92 Ton. 13.1 Ton. 13.1 Ton. 10.92 Ton. 18 Ton. 3.53 Ton. 65.86 Ton. 10.37 Ton. 192.78 Ton. 45.9 Ton. 96.39 Ton. 13.65 Ton. 27.3 Ton. 11.7 Ton. ### Ton.

183.6 Ton. 183.60 Ton.

4.32 Ton. 6.05 Ton. 5.04 Ton. 6.05 Ton.

6.05 Ton. 5.04 Ton. 18 Ton. 3.53 Ton. 65.86 Ton. 10.37 Ton. 192.78 Ton. 45.9 Ton. 96.39 Ton. 6.3 Ton. 12.6 Ton. 5.4 Ton. ### Ton.

45.9 Ton. 45.9 Ton.

MASA TOTAL DEL EDIFICIO - PISO X PISO

0.5PCV

g=Pi

9.81 m/seg2Mi

183.60 672.416 Ton. 183.60 657.258 Ton. 183.60 657.258 Ton. 183.60 657.258 Ton. 183.60 657.258 Ton. 183.60 657.258 Ton. 183.60 647.784 Ton. 45.90 512.616 Ton. 1331.10 5119.106 Ton.

### ton-m/seg2 ### ton-m/seg2 ### ton-m/seg2 ### ton-m/seg2 ### ton-m/seg2 ### ton-m/seg2 ### ton-m/seg2 ### ton-m/seg2 ### ton-m/seg2

1 AC1

2C2

3C6

4C6

5C2

6C1

B

C3

C4

C5

C4

C3

C

C3

C4

C5

C5

C4

C3

D

C1

C2

RIGIDEZC6LATERAL C6

C2

C1

f'c = E = Frmulas:

210 kg/cm2 ### kg/cm2

DIMENSIONES DE COLUMNASh(cm) b(cm) Area (cm2) Inercia (cm4) alt. Piso1 (cm) alt. Piso2-7 alt piso8 Krelat. Piso1 Krelat. Piso2-7 (cm) (cm)

C-1 C-2 C-3 C-4 C-5 C-6

60 70 50 70 70 70

50 60 70 60 60 50

3000 4200 3500 4200 4200 3500

900000 1715000 ### 1715000 1715000 ###

430 430 430 430 430 430

350 350 350 350 350 350

300 2093.023 300 3988.372 300 1695.736 300 3988.372 300 3988.372 300 3323.643

2571.429 4900.000 2083.333 4900.000 4900.000 4083.333

DIMENSIONES DE VIGASh(cm) b(cm) Area (cm2) Inercia (cm4) Long. (cm) Krelat.

V-1 V-2 V-3 V-4

50 35 70 60

25 20 35 30

1250 260416.67 700 71458.33 2450 ### 1800 540000

500 520.83 350 204.17 700 1429.17 600 900

6C1

Frmulas de Muto:

C3

C3

PRTICO 1 y 6C1

COLUMNA Kraya 0.25 C1 0.43 C3 0.43 C3 0.25 C1

PORT. 1 PORT. 6Krelat. Piso8 Kempot Piso1 Kempot Piso2-7 Kempot Piso8(ton/cm) (ton/cm) (ton/cm)

3000.000 5716.667 2430.556 5716.667 5716.667 4763.889

29.527 56.265 23.922 56.265 56.265 46.888

54.755 104.338 44.361 104.338 104.338 86.948

86.948 165.685 70.444 165.685 165.685 138.071

PRTICO 2 y 5COLUMNA Kraya 0.13 C2 0.18 C4 0.18 C4 C2

0.13 PORT. 2 PORT. 5

PRTICO 3 y 4COLUMNA Kraya 0.16 C6 0.18 C5 0.18 C5 0.16 C6

PORT. 3 PORT. 4

PRTICO A y DCOLUMNA Kraya 0.68 C1 0.72 C2 0.7 C6 0.7 C6 0.72 C2 0.68 C1

PORT. A PORT. D

PRTICO B y CCOLUMNA Kraya 0.84 C3 0.72 C4 0.58 C5 0.58 C5 0.72 C4 0.84 C3

PORT. B PORT. C PISOS 2 - 7 PRTICO 1 y 6COLUMNA Kraya 0.2 C1 0.35 C3 0.35 C3 0.2 C1

PORT. 1 PORT. 6


PORT. 2 PORT. 5


PORT. 3 PORT. 4

PRTICO A y DCOLUMNA Kraya 0.56 C1 0.58 C2 0.57 C6 0.57 C6 0.58 C2 0.56 C1

PORT. A PORT. D

PRTICO B y CCOLUMNA Kraya 0.69 C3 0.58 C4 0.48 C5 0.48 C5

C4 C3

0.58 0.69 PORT. B PORT. C


PORT. 1 PORT. 6


PORT. 2 PORT. 5


PORT. 3 PORT. 4

PRTICO A y DCOLUMNA Kraya 0.48 C1 0.5 C2 0.49 C6

C6 C2 C1

0.49 0.5 0.48

PORT. A PORT. D

PRTICO B y CCOLUMNA Kraya 0.84 C3 0.72 C4 0.58 C5 0.58 C5 0.72 C4 0.84 C3

PORT. B PORT. C

PISO 1

a

KL (ton/cm)

PLACA

0.33 0.38 0.38 0.33

9.83 9.14 9.14 9.83

E t h L KL =

### ton/cm2 25 cm 430 cm 350 cm 489.43 ton/cm

KL = KL =

527.37 ton/cm 527.37 ton/cm

a

KL (ton/cm)

0.3 0.31 0.31 0.3 KL = KL =

16.65 ### 17.58 16.65 68.47 ton/cm 68.47 ton/cm

a

KL (ton/cm)

0.3 0.31 0.31 0.3 KL = KL =

14.28 ### 17.58 14.28 63.72 ton/cm 63.72 ton/cm

a

KL (ton/cm)

PLACA PORT. A

0.44 0.45 0.44 0.44 0.45 0.44

13.02 ### 20.85 20.85 25.2 13.02

E t h L KL =


PLACA PORT. D

E t h L KL = KL = KL = 2079.92 ton/cm 1618.33 ton/cm


a

KL (ton/cm)

0.47 0.45 0.42 0.42 0.45 0.47 KL = KL = PISOS 2 - 7

11.3 ### 23.6 23.6 25.2 11.3 120.2 ton/cm 120.2 ton/cm

a

KL (ton/cm)

PLACA

0.09 0.15 0.15 0.09

5.04 6.57 6.57 5.04

E t h L KL =


KL = KL =

799.54 ton/cm 799.54 ton/cm

a

KL (ton/cm)

0.05 0.07 0.07 0.05 KL = KL =

5.27 ### 7.19 5.27 24.91 ton/cm 24.91 ton/cm

a

KL (ton/cm)

0.06 0.07 0.07 0.06 KL = KL =

5.21 ### 7.19 5.21 24.8 ton/cm 24.8 ton/cm

a

KL (ton/cm)

PLACA PORT. A

0.22 0.23 0.22 0.22 0.23 0.22

11.91 ### 19.29 19.29 23.56 11.91

E t h L KL =


PLACA PORT. D



a

KL (ton/cm)

0.26 0.23 0.19 0.19

11.33 ### 20.04 20.04

0.23 0.26 KL = KL = PISO 8

23.56 11.33 109.85 ton/cm 109.85 ton/cm

a

KL (ton/cm)

PLACA

0.08 0.13 0.13 0.08

6.94 9.14 9.14 6.94

E t h L KL =


KL = KL =

1099.73 ton/cm 1099.73 ton/cm

a

KL (ton/cm)

0.04 0.06 0.06 0.04 KL = KL =

7.22 ### 9.88 7.22 34.2 ton/cm 34.2 ton/cm

a

KL (ton/cm)

0.05 0.06 0.06 0.05 KL = KL =

7.16 ### 9.88 7.16 34.07 ton/cm 34.07 ton/cm

a

KL (ton/cm)

PLACA PORT. A

0.19 0.2 0.2

16.73 ### 27.12

E t h

### ton/cm2 25 cm 300 cm

0.2 0.2 0.19

27.12 33.14 16.73

L KL =

700 cm 3395.18 ton/cm

PLACA PORT. D



a

KL (ton/cm)

0.3 0.26 0.23 0.23 0.26 0.3 KL = KL =

20.88 ### 37.45 37.45 43.71 20.88 204.08 ton/cm 204.08 ton/cm

CUADRO DE RESUMEN DE RIGIDEZ LATERALRIGIDEZ LATERAL EJE Y PORTICO KL(Ton/cm) 1 527.37 2 68.47 3 63.72 4 63.72 5 68.47 6 527.37 1 799.54 2 24.91 3 24.8 4 24.8 5 24.91 6 799.54 1 799.54 2 24.91 3 24.8 4 24.8 5 24.91 6 799.54 1 799.54 2 24.91 3 24.8 4 24.8 5 24.91 6 799.54 1 799.54 2 24.91 3 24.8 4 24.8 5 24.91 6 799.54 1 799.54 2 24.91 3 24.8 4 24.8 5 24.91 6 799.54 1 799.54 2 24.91 3 24.8 RIGIDEZ LATERAL EJE X PORTICO KL(Ton/cm) A 2079.92 B 120.2 C 120.2 D 1618.33 A 2826.66 B 109.85 C 109.85 D 2245.65 A 2826.66 B 109.85 C 109.85 D 2245.65 A 2826.66 B 109.85 C 109.85 D 2245.65 A 2826.66 B 109.85 C 109.85 D 2245.65 A 2826.66 B 109.85 C 109.85 D 2245.65 A 2826.66 B 109.85 C 109.85 D 2245.65 A 3549.15 B 204.08 C 204.08 D 2871.1

RIGIDEZ LATERAL POR

PISO 1

PISO 1

PISO 2

PISO 2

PISO PISO PISO PISO PISO PISO PISO PISO

1 2 3 4 5 6 7 8

PISO 3

PISO 4

PISO 3

PISO 5

PISO 4

PISO 6

PISO 7

PISO 5

PISO 8

PISO 6

PISO 7

PISO 7

PISO 8

4 5 6 1 2 3 4 5 6

24.8 24.91 799.54 1099.73 34.2 34.07 34.07 34.2 1099.73

RIGIDEZ LATERAL POR PISO EJE Y EJE X (ton/cm) (ton/cm) 1319.126 3938.656 1698.497 5292.013 1698.497 5292.013 1698.497 5292.013 1698.497 5292.013 1698.497 5292.013 1698.497 5292.013 2336.001 6828.408

PERIODOS Y FORMAS DE MODO DE VIBRACION - STODOLA

m 8 8 1k 2 34 5k 7 6 7 8 TOTAL

MASAS POR PISOPi Mi

m 7

m 6

672.416 657.258 657.258 657.258 657.258 657.258 647.784 512.616 5119.106

0.685440 ton-cm/seg2 0.669988 ton-cm/seg2 0.669988 ton-cm/seg2 0.669988 ton-cm/seg2 0.669988 ton-cm/seg2 0.669988 ton-cm/seg2 0.660330 ton-cm/seg2 0.522544 ton-cm/seg2 5.218253 ton-cm/seg2

k 6 m 5RIGIDECES POR PISO EJE Y EJE X k 5 (ton/cm) (ton/cm)

m 4

m 3

PISO 1 PISO 2 PISO 3 k PISO4 4 PISO 5 PISO 6 PISO 7 PISO3 8 k

1319.126 1698.497 1698.497 1698.497 1698.497 1698.497 1698.497 2336.001

3938.656 5292.013 5292.013 5292.013 5292.013 5292.013 5292.013 6828.408

m 2

m 1

RIGIDECES POR PISO PISO KL (ton/cm) 1 5257.780 k 2 6990.510 2 3 6990.510 4 6990.510 5 6990.510 1 6990.510 6k 7 6990.510 8 9164.410

m8 = m =

0.523

k8 = k =

9164.410

m8 m7 m6 m5 m4 m3 m2 m1

= = = = = = = =

1m 1.26 m 1.28 m 1.28 m 1.28 m 1.28 m 1.28 m 1.31 m

k8 k7 k6 k5 k4 k3 k2 k1

1k 0.76 k 0.76 k 0.76 k 0.76 k 0.76 k 0.76 k 0.57 k

k (ton/cm)

0.57

0.76

0.76

0.76

m (ton*seg2/cm){X} {FI} {V} {X} {XC} {X} {FI} {V} {X} {XC} {X} {FI} {V} {X} {XC} {X} {FI} {V} {X} {XC} {X} {FI} {V} {X} {XC} {X} {FI} {V} {X} {XC} {X}

1.31 1 1.31 43.8 76.31 76.31 1 1.31 29.99 52.25 52.25 1 1.31 29.04 50.59 50.59 1 1.31 28.93 50.4 50.4 1 1.31 28.92 50.38 50.38 1 1.31 28.92 50.38 50.38 1 27.6 27.62 27.73 28.68 42.49

1.28 2 2.56 39.92 55.69 131.99 1.73 2.22 26.46 37.59 89.84 1.72 2.2 25.52 36.34 86.92 1.72 2.2 25.42 36.2 86.6 1.72 2.2 36.18 86.56 1.72 2.2 25.4 36.18 86.56 1.72

1.28 3 3.85 36.08 52.33 184.32 2.42 3.1 23.37 34.68 124.52 2.38 3.06 22.47 33.45 120.37 2.38 3.05 22.36 33.31 119.91 2.38 3.05 33.29 119.85 2.38 3.05 22.35 33.29 119.85 2.38

0 27.61

0 25.4

0 22.35

{1 } =

1 1.72 2.38 2.96 3.44

3.81 4.05 4.13

PERIODOS Y FORMAS DE MODOCRITERIO PARA ASUMIR "Wi"

w2 = w2 =

93.29 rad/seg 93.29 rad/seg

F1 F2 F3 F4 F5 F6

1 3 5 7 9 11

m (ton*seg2/cm)

0.685

0.670

0.670

k (ton/cm){X} {FI} {X} {V}

5257.780 1 63.95 1 5257.78

### 1.74 108.94 0.74 5193.83

### 2.47 154.41 0.73 5084.89

6990.510

4930.48

POLINOMIO CARACTERISTICO 0.685440 0 0 0 0 0 0 0 0 0 ### 0 0 0 0 0 0 0 0 0 ### 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ### 0 0 0 0.669988 0 0 0 0.669988 0 0 0 0 0 0 0 0 0

M=

K=

MATRIZ EJE Y 3017.624 ### 0 -1698.497 3396.995 ### 0 ### 3396.995 0 0 ### 0 0 0 0 0 0 0 0 0 0 0 0

0 0 ### ### ### 0 0 0

0 0 0 ### ### ### 0 0

0 0 0 0 0 0 0 0 0 0 0 0 ### 0 0 ### ### 0 ### 4034.499 ### 0 ### 2336.001

0.76

0.76

0.76

1

1.28 4 5.13 30.95 47.28 231.6 3.04 3.89 19.47 30.62 155.15 2.97 3.81 18.66 29.44 149.82 2.96 3.8 18.57 29.31 149.22 2.96 3.8 29.3 149.15 2.96 3.8 18.56 29.29 149.14 2.96

1.28 5 6.41 24.54 40.56 272.17 3.57 4.57 14.9 25.52 180.67 3.46 4.43 14.23 24.45 174.27 3.44 4.42 14.15 24.34 173.55 3.44 4.41 24.32 173.47 3.44 4.41 14.14 24.32 173.46 3.44

1.28 6 7.69 16.85 32.16 304.33 3.99 5.11 9.79 19.53 200.2 3.83 4.91 9.31 18.65 192.92 3.81 4.89 9.26 18.55 192.1 3.81 4.89 18.54 192.01 3.81 4.89 9.26 18.53 192 3.81

1.26 7 8.85 8 22.08 326.41 4.28 5.41 4.38 12.83 213.03 4.08 5.15 4.16 12.21 205.12 4.05 5.13 4.14 12.14 204.24 4.05 5.12 12.13 204.14 4.05 5.12 4.13 12.13 204.13 4.05

1 8 8 8 334.41 4.38 4.38 4.38 217.41 4.16 4.16 4.16 209.29 4.14 4.14 4.14 208.38 4.13 4.13 4.13 208.27 4.13 4.13 4.13 208.26 4.13

0 18.56

0 14.14

0 9.26

0 4.13

DETERMINANDO EL PERIODO T1

XNC

23.5

XC

1183.76

w = T =

18.66 rad/seg 0.34 seg

RMAS DE MODO DE VIBRACION - HOLTZER

W1 W2 W3 W4 W5 W6

18.66 55.98 93.29 130.61 167.93 205.24

0.669988

###

0.669988

###

0.522544

### 3.18 198.5 0.71 4731.98 3.85 240.81 0.68

### 4.5 280.96 0.64 4491.18

6990.510 5.1 314.02 0.6 4210.21

9164.410 5.52 269.22 0.43 3896.2

0 0 0 0 0 0 0.660330 0 0

0 0 0 0 0 0 0 ### 0

K=

MATRIZ EJE X ### ### ### ### 0 ### 0 0 0 0 0 0 0 0 0 0

0 ### ### ### 0 0 0 0

0 0 ### ### ### 0 0 0

0 0 0 ### ### ### 0 0

0 0 0 0 ### ### ### 0

0 0 0 0 0 ### ### ###

mw mw mw/k mw/k mw/k mw mw mw/k mw/k mw/k mw mw mw/k mw/k mw/k mw mw mw/k mw/k mw/k mw mw mw/k mw/k mw/k mw mw mw/k mw/k mw/k

F-V=

-3626.98

0 0 0 0 0 0 ### 6828.408

ESPECTRO DE RESPUESTA DE ACELERACIONES HYOPROYECTO FECHA : TRABAJO ESCALONADO DE INGENIERIA ANTISISMICA : AGOSTO 2011

PARAMETROS DE SITIO 1 - 2 - 3 Z ZONA = CONDICIONES GEOTECNICAS S S1-S2-S3 TIPO = CATEGORIA DE U EDIFICACION LA A-B-C USO = SISTEMA ESTRUCTURAL Rd 9.5-8.7-6-4 R=

2

Z=

0.30

S3

S= Tp = U=

1.40 0.90 1.50

A

7.000 C

800.00 700.00 600.00

Sa (cm/seg2)

500.00 400.00 300.00 200.00 100.00 0.00

T ESPECTRO DE RESPUESTAS DE ACELERACIONES (NORMA E-030, 2003 RNE) 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 1.10 1.20 1.30 1.40 1.501 1 1 2 PERIODO (seg)

2.5000 2.5000 2.5000 2.5000 2.5000 2.5000 2.5000 2.5000 2.5000 2.5000 2.2500 2.0455 1.8750 1.7308 1.6071 1.5000

Sa

220.7250 220.7250 220.7250 220.7250 220.7250 220.7250 220.7250 220.7250 220.7250 220.7250 198.6525 180.5932 165.5438 152.8096 141.8946 132.4350

2.

PERIODOS Y FORMAS DE VIBRACION

De la ecuacin dinmica

MODOS EN EL EJE Y 1 2 3 4 5 6 7 = 85.389 759.626 2053.584 3833.553 5867.623 7839.594 9399.354 = 9.241 27.561 45.316 61.916 76.600 88.541 96.950 T= 0.68 0.23 0.14 0.1 0.08 0.07 0.061.0000 1.7422 2.4257 3.0275 3.5273 3.9083 4.1577 4.2387 1.0000 -1.5084 -3.5649 -4.2946 -4.2609 -4.0389 -0.5452 3.3902 1.0000 0.2296 -0.8880 -0.6628 0.5647 0.9382 -0.1070 -0.7510 1.0000 -1.8621 -0.4143 1.3256 -1.4383 1.9950 -0.7411 -1.1855 1.0000 -2.0165 2.4435 -2.1562 1.2385 0.0412 -1.3089 1.1872 1.0000 2.1527 -1.5973 0.0047 0.0340 0.0000 1.0000 -0.0013 -0.3311 0.0004 -0.8963 ###

-1.4733 1671.8636

0.0009 -548.2067

MODOS EN EL EJE X 1 2 3 4 5 6 7 = 262.599 2336.391 6318.730 11802.979 18078.109 24170.954 29015.554 = 16.2 48.34 79.49 108.64 134.45 155.47 170.34 T=0.39 1.0000 1.7103 2.3636 2.9385 3.4156 3.7791 4.0171 4.0994 0.13 1.0000 -1.5754 -3.6848 -4.4871 -4.4543 -4.1239 -0.4946 3.5304 0.08 1.0000 0.2155 -0.8910 -0.6661 0.5542 0.9463 -0.0756 -0.7813 0.06 1.0000 -1.7156 -0.5046 1.3161 -1.3433 1.8624 -0.6311 -1.1933 0.05 1.0000 -2.0139 2.3703 -1.9526 0.8974 0.4508 -1.6519 1.3535 0.04 1.0000 1.6230 0.04 1.0000 -0.0013

-1.2874 1671.8636 -1.1267 -0.3311 0.0007 -548.2067 0.0039 0.0004 0.0283 -0.8963 0.0000 ###

GRAFICOS DE MODOSEJE Y EJE X

MODO 1

MODO 1

MODO 19 8 7 6 5 4 3 2 1 0.0000 2.0000 4.0000 6.0000 9 8 7 6 5 4 3 2 1 0.0000 2.0000

MODO 1

4.0000

6.0000

MODO 29 8 7 6 5 4 3 2 1 -5.0000 0.0000 5.0000 9 8 7 6 5 4 3 2 1 -5.0000

MODO 2

0.0000

5.0000

MODO 39 8 7 6 5 4 3 2 9 8 7 6 5 4 3 2

MODO 3

6 5 4 3 2 1 -1.0000 0.0000 1.0000 2.0000

6 5 4 3 2 1 -1.0000 0.0000 1.0000 2.0000

MODO 49 8 7 6 5 4 3 2 1 -5.0000 0.0000 5.0000 9 8 7 6 5 4 3 2 1 -2.0000 0.0000

MODO 4

2.0000

4.0000

MODO 59 8 7 6 5 4 3 2 1 -5.0000 0.0000 5.0000 9 8 7 6 5 4 3 2 1 -5.0000

MODO 5

0.0000

5.0000

MODO 69 9

MODO 6

MODO 69 8 7 6 5 4 3 2 1 -2.0000 0.0000 2.0000 4.0000 9 8 7 6 5 4 3 2 1 -2.0000

MODO 6

0.0000

2.0000

MODO 79 8 7 6 5 4 3 2 1 -2000.0000 0.0000 2000.0000 9 8 7 6 5 4 3 2 1 -2000.0000

MODO 7

0.0000

2000.0000

MODO 89 8 7 6 5 4 3 2 1 9 8 7 6 5 4 3 2 1

MODO 8

4 3 2 1 -1.0000 0.0000 1.0000 2.0000

4 3 2 1 -1.0000 0.0000 1.0000 2.0000

3

CALCULO DE LOS FACTORES DE PARTICIPACION MODAL (FPM)

EJE Y810495.166 102.446 0.06 1.0000 1.7422 2.4257

1ER MODO

{1 } =1.0000 -0.0008 -0.0006 -0.3289 0.0003 0.0002 -0.8943 0.0007

3.0275 3.5273 3.9083 4.1577 4.2387

{1 }T =

1.0000

1.7422

2.4257

831890.874 178.58 0.04 1.0000 -0.0008 -0.0006 -0.3289 0.0003 0.0002 -0.8943 0.0007

0.68544 0.66999 0.66999 {m} = 0.66999 0.66999 0.66999 0.66033 0.52254

[M] =

0.685440 0 0 0 0 0 0 0

0 ### 0 0 0 0 0 0

0 0 ### 0 0 0 0 0

[M] *{1 }T = [M] *{1 }T *{1 }= {1 }T *{m}=

0.69 52.17 15.45 2DO MODO

1.17

1.63

FPM1 =

1.0000 -1.5084 -3.5649

{ } =

1

-4.2946 -4.2609 -4.0389 -0.5452 3.3902

{1 }T =

1.0000 -1.5084 -3.5649

MODO 1

0.68544

0.685440

0

0

MODO 1

0.66999 0.66999 {m} = 0.66999 0.66999 0.66999 0.66033 0.52254

[M] =

0 0 0 0 0 0 0

### 0 0 0 0 0 0

0 ### 0 0 0 0 0

[M] *{1 }T = [M] *{1 }T *{1 }= {1 }T *{m}=6.0000

0.69 52.38 -9.74

-1.01

-2.39

FPM2 =

0000

3ER MODO1.0000 0.2296 -0.8880

MODO 2{1 } =

-0.6628 0.5647 0.9382 -0.1070 -0.7510

{1 }T =

1.0000

0.2296 -0.8880

5.0000

0.68544 0.66999 0.66999 {m} = 0.66999 0.66999 0.66999 0.66033 0.52254

[M] =

0.685440 0 0 0 0 0 0 0

0 ### 0 0 0 0 0 0

0 0 ### 0 0 0 0 0

MODO 3

[M] *{1 }T = [M] *{1 }T *{1 }= {1 }T *{m}=

0.69 2.65 0.34 4TO MODO

0.15

-0.59

FPM3 =

1.0000

-1.8621 -0.4143

{1 } =

0000

2.0000

1.3256 -1.4383 1.9950 -0.7411 -1.1855

{1 }T =

1.0000 -1.8621 -0.4143

MODO 4

0.68544 0.66999 0.66999 {m} = 0.66999 0.66999 0.66999 0.66033 0.52254

[M] =

0.685440 0 0 0 0 0 0 0

0 ### 0 0 0 0 0 0

0 0 ### 0 0 0 0 0

[M] *{1 }T = [M] *{1 }T *{1 }= {1 }T *{m}=4.0000

0.69 9.45 -0.69

-1.25

-0.28

FPM4 =

0000

5TO MODO1.0000 -2.0165 2.4435

MODO 5{1 } =

-2.1562 1.2385 0.0412 -1.3089 1.1872

{1 }T =

1.0000 -2.0165

2.4435

5.0000

0.68544 0.66999 0.66999 {m} = 0.66999 0.66999 0.66999 0.66033 0.52254

[M] =

0.685440 0 0 0 0 0 0 0

0 ### 0 0 0 0 0 0

0 0 ### 0 0 0 0 0

MODO 6

[M] *{1 }T =

0.69

-1.35

1.64

MODO 6[M] *{1 }T *{1 }= {1 }T *{m}= 13.42 0.14 6TO MODO1.0000 -1.4733 2.1527

FPM5 =

{1 } =

2.0000

-1.5973 0.0009 0.0047 0.0340 0.0000

{1 }T =

1.0000 -1.4733

2.1527

MODO 7

0.68544 0.66999 0.66999 {m} = 0.66999 0.66999 0.66999 0.66033 0.52254

0.685440 0 0 0 0 0 0 0

0 ### 0 0 0 0 0 0

0 0 ### 0 0 0 0 0

[M] =

[M] *{1 }T = [M] *{1 }T *{1 }= {1 }T *{m}=2000.0000

0.69 6.95 0.1

-0.99

1.44

FPM6 = FPM1 FPM2 FPM3 FPM4 FPM5 FPM6 FPMtotal 29.609 18.597 12.989 7.274 1.046 1.390 70.904

MODO 8

EJE X1ER MODO1.0000 1.7103 2.3636

{1 } =2.0000

0000

2.9385 3.4156 3.7791 4.0171 4.0994

{1 }T =

1.0000

1.7103

2.3636

0.68544 0.66999 0.66999 {m} = 0.66999 0.66999 0.66999 0.66033 0.52254

[M] =

0.685440 0 0 0 0 0 0 0

0 ### 0 0 0 0 0 0

0 0 ### 0 0 0 0 0

[M] *{1 }T = [M] *{1 }T *{1 }= {1 }T *{m}=

0.69 49 15 2DO MODO

1.15

1.58

FPM1 =

1.0000 -1.5754 -3.6848

{1 } =

-4.4871 -4.4543 -4.1239 -0.4946 3.5304

{1 }T =

1.0000 -1.5754 -3.6848

0.68544 0.66999 0.66999 {m} = 0.66999 0.66999 0.66999 0.66033 0.52254

[M] =

0.685440 0 0 0 0 0 0 0

0 ### 0 0 0 0 0 0

0 0 ### 0 0 0 0 0

[M] *{1 }T = [M] *{1 }T *{1 }=

0.69 56.3

-1.06

-2.47

{1 }T *{m}=

-10.07 3ER MODO

FPM2 =

1.0000 0.2155 -0.8910

{1 } =

-0.6661 0.5542 0.9463 -0.0756 -0.7813

{1 }T =

1.0000

0.2155 -0.8910

0.68544 0.66999 0.66999 {m} = 0.66999 0.66999 0.66999 0.66033 0.52254

[M] =

0.685440 0 0 0 0 0 0 0

0 ### 0 0 0 0 0 0

0 0 ### 0 0 0 0 0

[M] *{1 }T = [M] *{1 }T *{1 }= {1 }T *{m}=

0.69 2.67 0.33 4TO MODO

0.14

-0.6

FPM3 =

1.0000 -1.7156 -0.5046

{1 } =

1.3161 -1.3433 1.8624 -0.6311 -1.1933

{1 }T =

1.0000 -1.7156 -0.5046

0.68544 0.66999 0.66999 {m} = 0.66999 0.66999

[M] =

0.685440 0 0 0 0

0 ### 0 0 0

0 0 ### 0 0

0.66999 0.66033 0.52254

0 0 0

0 0 0

0 0 0

[M] *{1 }T = [M] *{1 }T *{1 }= {1 }T *{m}=

0.69 8.53 -0.61

-1.15

-0.34

FPM4 =

5TO MODO1.0000 -2.0139 2.3703

{1 } =

-1.9526 0.8974 0.4508 -1.6519 1.3535

{1 }T =

1.0000 -2.0139

2.3703

0.68544 0.66999 0.66999 {m} = 0.66999 0.66999 0.66999 0.66033 0.52254

[M] =

0.685440 0 0 0 0 0 0 0

0 ### 0 0 0 0 0 0

0 0 ### 0 0 0 0 0

[M] *{1 }T = [M] *{1 }T *{1 }= {1 }T *{m}=

0.69 13.16 0.14

-1.35

1.59

FPM5 =

6TO MODO1.0000 -1.2874 1.6230

{1 } =

-1.1267 0.0007 0.0039

{1 }T =

1.0000 -1.2874

1.6230

0.0283 0.0000

0.68544 0.66999 0.66999 {m} = 0.66999 0.66999 0.66999 0.66033 0.52254

[M] =

0.685440 0 0 0 0 0 0 0

0 ### 0 0 0 0 0 0

0 0 ### 0 0 0 0 0

[M] *{1 }T = [M] *{1 }T *{1 }= {1 }T *{m}=

0.69 4.41 0.18

-0.86

1.09

FPM6 = FPM1 FPM2 FPM3 FPM4 FPM5 FPM6 FPMtotal 30.613 17.895 12.478 7.186 1.032 4.017 73.220

4

CALCULO DE LA ACELERACION ES Parametros Ssmicos Z= 0.3 U= S= R= 1.5 1.4 7.0

3.0275

3.5273

3.9083

4.1577

4.2387

MODO 1 0 0 0 ### 0 0 0 0 0 0 0 0 ### 0 0 0 0 0 0 0 0 ### 0 0 0 0 0 0 0 0 ### 0 0 0 0 0 0 0 0 ### T1 = C= C= MODO 2 T2 = C= C= MODO 3 T3 = 2.03 2.36 2.62 2.75 2.21 C= C= MODO 4 0.2961 29.609 T4 = C= C= MODO 5 T5 = C= C= MODO 6 T6 = C= C= 0 0 0 0 0

-4.2946 -4.2609 -4.0389 -0.5452

3.3902

0 0 ### 0 0 0 0

0 0 0 ### 0 0 0

0 0 0 0 ### 0 0

0 0 0 0 0 ### 0

0 0 0 0 0 0 ###

MODO 1 T1 = C= C= MODO 2 T2 =

-2.88

-2.85

-2.71

-0.36

1.77

C= C= MODO 3

-0.1860

18.597

T3 = C= C= MODO 4 T4 = C= C= MODO 5 T5 = C= C=

-0.6628

0.5647

0.9382 -0.1070 -0.7510

0 0 0 ### 0 0 0 0

0 0 0 0 ### 0 0 0

0 0 0 0 0 ### 0 0

0 0 0 0 0 0 ### 0

0 0 0 0 0 0 0 ###

MODO 6 T6 = C= C=

-0.44

0.38

0.63

-0.07

-0.39

0.1299

12.989

1.3256 -1.4383

1.9950 -0.7411 -1.1855

0 0 0 ### 0 0 0 0

0 0 0 0 ### 0 0 0

0 0 0 0 0 ### 0 0

0 0 0 0 0 0 ### 0

0 0 0 0 0 0 0 ###

0.89

-0.96

1.34

-0.49

-0.62

-0.0727

7.274

-2.1562

1.2385

0.0412 -1.3089

1.1872

0 0 0 ### 0 0 0 0

0 0 0 0 ### 0 0 0

0 0 0 0 0 ### 0 0

0 0 0 0 0 0 ### 0

0 0 0 0 0 0 0 ###

-1.44

0.83

0.03

-0.86

0.62

0.0105

1.046

-1.5973

0.0009

0.0047

0.0340

0.0000

0 0 0 ### 0 0 0 0

0 0 0 0 ### 0 0 0

0 0 0 0 0 ### 0 0

0 0 0 0 0 0 ### 0

0 0 0 0 0 0 0 ###

-1.07

0

0

0.02

0

0.0139 % % % % % % %

1.390

como es mayor a 70% analizamos con estos 6 modos

2.9385

3.4156

3.7791

4.0171

4.0994

0 0 0 ### 0 0 0 0

0 0 0 0 ### 0 0 0

0 0 0 0 0 ### 0 0

0 0 0 0 0 0 ### 0

0 0 0 0 0 0 0 ###

1.97

2.29

2.53

2.65

2.14

0.3061

30.613

-4.4871 -4.4543 -4.1239 -0.4946

3.5304

0 0 0 ### 0 0 0 0

0 0 0 0 ### 0 0 0

0 0 0 0 0 ### 0 0

0 0 0 0 0 0 ### 0

0 0 0 0 0 0 0 ###

-3.01

-2.98

-2.76

-0.33

1.84

-0.1789

17.895

-0.6661

0.5542

0.9463 -0.0756 -0.7813

0 0 0 ### 0 0 0 0

0 0 0 0 ### 0 0 0

0 0 0 0 0 ### 0 0

0 0 0 0 0 0 ### 0

0 0 0 0 0 0 0 ###

-0.45

0.37

0.63

-0.05

-0.41

0.1248

12.478

1.3161 -1.3433

1.8624 -0.6311 -1.1933

0 0 0 ### 0

0 0 0 0 ###

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0

0 0 0

### 0 0

0 ### 0

0 0 ###

0.88

-0.9

1.25

-0.42

-0.62

-0.0719

7.186

-1.9526

0.8974

0.4508 -1.6519

1.3535

0 0 0 ### 0 0 0 0

0 0 0 0 ### 0 0 0

0 0 0 0 0 ### 0 0

0 0 0 0 0 0 ### 0

0 0 0 0 0 0 0 ###

-1.31

0.6

0.3

-1.09

0.71

0.0103

1.032

-1.1267

0.0007

0.0039

0.0283

0.0000

0 0 0 ### 0 0 0 0

0 0 0 0 ### 0 0 0

0 0 0 0 0 ### 0 0

0 0 0 0 0 0 ### 0

0 0 0 0 0 0 0 ###

-0.75

0

0

0.02

0

0.0402 % % % % % % %

4.017

como es mayor a 70% analizamos con estos 6 modos

O DE LA ACELERACION ESPECTRAL

5

CALCULO DEL VECTOR DE D

os Ssmicos g= Tp = 981 0.9

C

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Edificio 8 Pisos Analisis Dinamico y Estatico