Analisis Sismico - 2 Pisos-muro Curvo

METRADO PRIMER NIVEL

ELEMENTO

DIMENSIONESEsp Long Alt. t (m) L (m) H (m)

COLUMNAS13.311

C-1 0.13 3.00 1.00 2.4 0.91 6.000 19.000

C-2 0.35 3.00 0.35 2.4 0.88 12.000 19.000

C-3 0.35 3.00 0.35 2.4 0.88 19.000 19.000

C-4 0.13 3.00 1.00 2.4 0.91 0.000 13.000

C-5 0.35 3.00 0.35 2.4 0.88 6.000 13.000

C-6 0.35 3.00 0.35 2.4 0.88 12.000 13.000

C-7 0.35 3.00 0.35 2.4 0.88 19.000 13.000

C-8 0.35 1.50 0.35 2.4 0.44 25.000 13.000

C-9 0.35 3.00 0.35 2.4 0.88 0.000 6.000

C-10 0.35 3.00 0.35 2.4 0.88 6.000 6.000

C-11 0.35 3.00 0.35 2.4 0.88 12.000 6.000

C-12 0.35 3.00 0.35 2.4 0.88 19.000 6.000

C-13 0.13 1.50 1.00 2.4 0.45 25.000 6.000

C-14 0.35 3.00 0.35 2.4 0.88 6.000 0.000

C-15 0.35 3.00 0.35 2.4 0.88 12.000 0.000

C-16 0.13 3.00 1.00 2.4 0.91 19.000 0.000

VIGAS87.865

VIGAS 35X60

V-1 0.35 6 0.6 2.4 3.024 9.000 19.000

V-2 0.35 7 0.6 2.4 3.528 15.500 19.000

V-3 0.35 6 0.6 2.4 3.024 3.000 13.000

V-4 0.35 6 0.6 2.4 3.024 9.000 13.000

V-5 0.35 7 0.6 2.4 3.528 15.500 13.000

V-6 0.35 6 0.6 2.4 3.024 22.000 13.000

V-7 0.35 6 0.6 2.4 3.024 3.000 6.000

V-8 0.35 6 0.6 2.4 3.024 9.000 6.000

V-9 0.35 7 0.6 2.4 3.528 15.500 6.000

V-10 0.35 6 0.6 2.4 3.024 22.000 6.000

V-11 0.35 6 0.6 2.4 3.024 9.000 0.000

V-12 0.35 7 0.6 2.4 3.528 15.500 0.000

V-13 0.35 7 0.6 2.4 3.528 0.000 9.500

V-14 0.35 6 0.6 2.4 3.024 6.000 3.000

V-15 0.35 7 0.6 2.4 3.528 6.000 9.500

V-16 0.35 6 0.6 2.4 3.024 6.000 16.000

P.E(Ton/m3)

P(Ton)

x(m)

y(m)

V-17 0.35 6 0.6 2.4 3.024 12.000 3.000

V-18 0.35 7 0.6 2.4 3.528 12.000 9.500

V-19 0.35 6 0.6 2.4 3.024 12.000 16.000

V-20 0.35 6 0.6 2.4 3.024 19.000 3.000

V-21 0.35 7 0.6 2.4 3.528 19.000 9.500

V-22 0.35 6 0.6 2.4 3.024 19.000 16.000

V-23 0.35 7.00 0.6 2.4 3.528 25.000 9.500

V-24 0.35 9.42 0.6 2.4 4.750 3.821 15.179

V-25 0.35 8.49 0.6 2.4 4.277 22.000 16.000

V-26 0.35 9.42 0.6 2.4 4.750 21.179 3.821

ALFEIZER0.000

MUROS10.179

Muros e = 0.20

PL-1 0.2 4.7124 3 2.4 6.79 5.402 16.762

PL-2 0.2 4.7124 1.5 2.4 3.39 19.598 2.238

PARAPETO0.000

PESO TOTAL PRIMER NIVEL 111.354

TIPO DE LOSAEspsor (E) en metros = 0.15Unidireccional P (T/m2) = 0Bidirecional P (T/m3) = 2.4

TENER CUIDADO CUANDO ES ALIGERADA, MODIFICAR LA PLANTILLA

ELEMENTODIMENSIONES

Esp. (e m)Paño 1 0.15 349 2.4 125.640 12.94 9.78 1625.58Paño 2 0.15 7.7257 2.4 2.781 4.66 14.34 12.96Paño 3 0.15 7.7257 2.4 2.781 20.3402 4.66 56.57Paño 4 0.00Paño 5 0.00

364.451 131.203 1695.112

CARGA MUERTA TOTAL 242.5567 3085.865

METRADO DE CARGA VIVAAMBIENTES S/C (T/m2) AREA P (Ton)

oficina 0.25 349 87.250 CENTRO DE MASAoficina 0.25 7.7257 1.931 x(m)oficina 0.25 7.7257 1.931 12.7222

P.E (Ton/m3)P.A (Ton/ m2)

P(Ton)

x(m)

y(m)

p*x(ton-m)

A (m²)

Ly (m)

P. Terminado 0.10 364.45 36.445

CARGA VIVA TOTAL 127.5580

METRADO PRIMER NIVEL METRADO SEGUNDO NIVEL

ELEMENTO


COLUMNAS COLUMNAS153.450 126.491 6.209

5.43 17.20 C-1 0.13 1.50 1.00 2.4 0.45 6.00010.58 16.76 C-2 0.35 1.50 0.35 2.4 0.44 12.00016.76 16.76 C-3 0.35 1.50 0.35 2.4 0.44 19.0000.00 11.77 C-4 0.13 1.50 1.00 2.4 0.45 0.0005.29 11.47 C-5 0.35 1.50 0.35 2.4 0.44 6.000

10.58 11.47 C-6 0.35 1.50 0.35 2.4 0.44 12.00016.76 11.47 C-7 0.35 1.50 0.35 2.4 0.44 19.00011.02 5.73 C-8 0.00 1.50 0.35 2.4 0.00 25.0000.00 5.29 C-9 0.35 1.50 0.35 2.4 0.44 0.0005.29 5.29 C-10 0.35 1.50 0.35 2.4 0.44 6.000

10.58 5.29 C-11 0.35 1.50 0.35 2.4 0.44 12.00016.76 5.29 C-12 0.35 1.50 0.35 2.4 0.44 19.00011.31 2.72 C-13 0.00 1.50 1.00 2.4 0.00 25.0005.29 0.00 C-14 0.35 1.50 0.35 2.4 0.44 6.000

10.58 0.00 C-15 0.35 1.50 0.35 2.4 0.44 12.00017.20 0.00 C-16 0.13 1.50 1.00 2.4 0.45 19.000

VIGAS VIGAS1134.149 862.512 69.262

VIGAS 35X6027.22 57.46 V-1 0.35 6 0.6 2.4 3.024 9.00054.68 67.03 V-2 0.35 7 0.6 2.4 3.528 15.5009.07 39.31 V-3 0.35 6 0.6 2.4 3.024 3.000

27.22 39.31 V-4 0.35 6 0.6 2.4 3.024 9.00054.68 45.86 V-5 0.35 7 0.6 2.4 3.528 15.50066.53 39.31 V-6 0 6 0.6 2.4 0.000 22.0009.07 18.14 V-7 0.35 6 0.6 2.4 3.024 3.000

27.22 18.14 V-8 0.35 6 0.6 2.4 3.024 9.00054.68 21.17 V-9 0.35 7 0.6 2.4 3.528 15.50066.53 18.14 V-10 0 6 0.6 2.4 0.000 22.00027.22 0.00 V-11 0.35 6 0.6 2.4 3.024 9.00054.68 0.00 V-12 0.35 7 0.6 2.4 3.528 15.5000.00 33.52 V-13 0.35 7 0.6 2.4 3.528 0.000

18.14 9.07 V-14 0.35 6 0.6 2.4 3.024 6.00021.17 33.52 V-15 0.35 7 0.6 2.4 3.528 6.00018.14 48.38 V-16 0.35 6 0.6 2.4 3.024 6.000

P*x(Ton-m)

P*y(Ton-m)

P.E(Ton/m3)

P(Ton)

x(m)

36.29 9.07 V-17 0.35 6 0.6 2.4 3.024 12.00042.34 33.52 V-18 0.35 7 0.6 2.4 3.528 12.00036.29 48.38 V-19 0.35 6 0.6 2.4 3.024 12.00057.46 9.07 V-20 0.35 6 0.6 2.4 3.024 19.00067.03 33.52 V-21 0.35 7 0.6 2.4 3.528 19.00057.46 48.38 V-22 0.35 6 0.6 2.4 3.024 19.00088.20 33.52 V-23 0 7.00 0.6 2.4 0.000 25.00018.15 72.10 V-24 0.35 9.42 0.6 2.4 4.750 3.82194.09 68.43 V-25 0 8.49 0.6 2.4 0.000 22.000

100.60 18.15 V-26 0 9.42 0.6 2.4 0.000 21.179

ALFEIZER ALFEIZER0.000 0.000 0.000

MUROS MUROS103.153 121.339 3.393

Muros e = 0.20

36.66 113.75 PL-1 0.2 4.7124 1.5 2.4 3.39 5.40266.49 7.59 PL-2 0 4.7124 3 2.4 0.00 19.598

PARAPETO PARAPETO0.000 0.000 0.000

1390.753 1110.343 PESO TOTAL PRIMER NIVEL 78.864

TIPO DE LOSAEspsor (E) en metros 0.15Unidirecciona P (T/m2) = 0

TENER CUIDADO CUANDO ES ALIGERADA, MODIFICAR LA PLANTILLABidirecional P (T/m3) = 2.4

ELEMENTODIMENSIONES

Esp. (e m)1229.22 Paño 1 1 289 0.35 101.150 11.1194 9.50

39.88 Paño 2 1 7.7257 0.35 2.704 4.6598 14.3412.96 Paño 30.00 Paño 40.00 Paño 5

1282.068 296.726 103.854

2392.411 CARGA MUERTA TOTAL 182.7176

METRADO DE CARGA VIVAAMBIENTES S/C (T/m2) Area P (Ton)

CENTRO DE MASA Techo 0.10 289 28.900y(m) Techo 0.10 7.7257 0.773

9.8633 P. Terminado 0.10 296.7257 29.673


p*y(ton-m)

P.E (Ton/m3)P.A (Ton/ m2)

P(Ton)

x(m)

y(m)

A (m²)

CARGA VIVA TOTAL 133.5266

METRADO SEGUNDO NIVEL

COLUMNAS65.556 59.022

19.000 2.72 8.60

19.000 5.29 8.38

19.000 8.38 8.38

13.000 0.00 5.88

13.000 2.65 5.73

13.000 5.29 5.73

13.000 8.38 5.73

13.000 0.00 0.00

6.000 0.00 2.65

6.000 2.65 2.65

6.000 5.29 2.65

6.000 8.38 2.65

6.000 0.00 0.00

0.000 2.65 0.00

0.000 5.29 0.00

0.000 8.60 0.00

VIGAS718.205 684.966

19.000 27.22 57.46

19.000 54.68 67.03

13.000 9.07 39.31

13.000 27.22 39.31

13.000 54.68 45.86

13.000 0.00 0.00

6.000 9.07 18.14

6.000 27.22 18.14

6.000 54.68 21.17

6.000 0.00 0.00

0.000 27.22 0.00

0.000 54.68 0.00

9.500 0.00 33.52

3.000 18.14 9.07

9.500 21.17 33.52

16.000 18.14 48.38

y(m)

P*x(Ton-m)

P*y(Ton-m)

3.000 36.29 9.07

9.500 42.34 33.52

16.000 36.29 48.38

3.000 57.46 9.07

9.500 67.03 33.52

16.000 57.46 48.38

9.500 0.00 0.00

15.179 18.15 72.10

16.000 0.00 0.00

3.821 0.00 0.00

ALFEIZER0.000 0.000

MUROS18.330 56.873

16.762 18.33 56.87

2.238 0.00 0.00

PARAPETO0.000 0.000

802.091 800.861

1124.73 960.9312.60 38.780.00 0.000.00 0.000.00 0.00

1137.327 999.701

1939.419 1800.562

CENTRO DE MASAx(m) y(m)

10.6143 9.8543


p*x(ton-m) p*y

(ton-m)

CALCULO DE LA CORTANTE BASAL

DATOS NECESARIOS PARA EL CALCULO DE LA CORTANTE BASALLos datos aqui presentados son obtenidos del Reglamento Na -cional de Edificaciones E - 030 Diseño Sismo Resistente.

CATEGORIA DE LA EDFICACION = "C"Tipo de Suelo = S3

CUADRO RESUMEN DE CARGAS

NIVEL CM CV FACT. CV %CV P (Ton)

1 ER PISO 242.557 127.558 0.250 31.889 274.4462 DO PISO 182.718 133.527 0.250 33.382 216.099

PESO TOTAL DE LA ESTRUCTURAPESO TOTAL (P) = 490.545

PARAMETROS ZUCSFactor de Zona Z = 0.4Factor de Uso U = 1Factor de Amplificacion C = (*)Tipo de Suelo S = 1.4

Coef. de Reduccion Rx = 6Ry = 6

(*) FACTOR DE AMPLIFICACION SISMICA

Determinamos los valores de CT para calculara el C0.96

Perido Fundamental FACTOR DE AMPLIF.Tx Ty Cx Cy

35 35 0.17143 0.17143 13.13 13.13

Cx = 2.5Cy = 2.5

Finalmente lo reemplazamos los datos en formula de Cortante Basal

Vx = 114.461 TonVy = 114.461 Ton

Cortante Basal en x e y

TP =hn =

Valores de CT

CTx CTy

REPARTIENDO FUERZA SISMICA EN X PARA CADA PISONivel Peso Hacum. P*Hacum. L (m) Vx Fx sismica

1 274.446 3 823.339 19.00 114.461 44.4542 216.099 6 1296.595 19.00 114.461 70.006

TOTALES 2119.934 114.461

REPARTIENDO FUERZA SISMICA EN Y PARA CADA PISONivel Peso Hacum. P*Hacum. L (m) Vy Fy sismica

1 274.446 3 823.339 25.00 114.461 44.4542 216.099 6 1296.595 19.00 114.461 70.006

TOTALES 2119.934 114.461

F51

HP: "Distancia Total Perpendicular al Eje X"

H51

HP: "Fx=(Peso Nivel/Peso Total)" por Vx".

F57

HP: "Distancia Total Perpendicular al Eje Y"

H57

HP: "Fy=(Peso Nivel/Peso Total)" por Vy".

REPARTIENDO FUERZA SISMICA EN X PARA CADA PISOMtx

42.23166.506

F =

44.454 X108.738 70.006

44.454YREPARTIENDO FUERZA SISMICA EN Y PARA CADA PISO 70.006

Mty 55.56855.568 66.50666.506

122.074

VECTORES DE FUERZAS INERCIALES

Mt

VECTORES DE POSICION DE CADA PISO

1º NIVEL C.M.= 12.72 9.86

VECTOR DE POSICION 1 piso

Portico BETA-ALFA

rdk BETA ALFA

1 9.140 0 90 -90.00 1.00

2 3.140 0 90 -90.00 1.00

3 3.860 0 270 -270.00 1.00

4 9.860 0 270 -270.00 1.00

A 12.720 90 180 -90.00 0.00

B 6.720 90 180 -90.00 0.00

C 0.720 90 180 -90.00 0.00

D 6.280 90 0 90.00 0.00

E 12.280 90 0 90.00 0.00F 9.570 61.00 151.00 -90.00 0.48G 10.900 315.00 45.00 270.00 0.71

H 9.700 56 326 -270.00 0.56

vector de fuerzas inerciales

F44.454

X70.00644.454

Y70.00655.568

M66.506

SOLO PORTICO ESTA VERIFICADO COMPLETO

PORTICO 1.000

Matriz de Flexibilidad del portico 1

2.8600E-04 3.2800E-04 1.00 0.003.2800E-04 7.0400E-04 0.00 1.00

Distancia del centro de masa al

eje del portico

Angulo del eje del portico con respecto a x

Angulo del Rdk respecto del eje

xFunción

Coseno (b)

FA Cos βk

Matriz de Rigidez Lateral del Portico 1

Kpk7508.532 -3498.294 0.00 0.00-3498.294 3050.341 0.00 0.00

Matriz de Rigidez de Distancias del Portico 1

9.140 0.000 -1.00 0.000.000 9.150 0.00 -1.00

PORTICO 2.000


1.6700E-04 1.8500E-04 1.00 0.001.8500E-04 4.4000E-04 0.00 1.00


Kpk11208.763 -4712.775 0.00 0.00

-4712.775 4254.235 0.00 0.00


3.140 0.000 -1.00 0.000.000 3.150 0.00 -1.00

PORTICO 3.000


1.6700E-04 1.8500E-04 1.00 0.001.8500E-04 4.4000E-04 0.00 1.00


Kpk11208.763 -4712.775 0.00 0.00

Sen βk

rdk Sen( βk-αk )

FA Cos βk

Sen βk

rdk Sen( βk-αk )

FA Cos βk

Sen βk

Kpk-4712.775 4254.235 0.00 0.00


3.860 0.000 1.00 0.00

0.000 3.850 0.00 1.00

PORTICO 4.000


2.8600E-04 3.2800E-04 1.00 0.003.2800E-04 7.0500E-04 0.00 1.00


Kpk7496.332 -3487.655 0.00 0.00-3487.655 3041.065 0.00 0.00


9.860 0.000 1.00 0.000.000 9.850 0.00 1.00

PORTICO A

Matriz de Flexibilidad del portico

4.4100E-04 5.2100E-04 0.00 0.005.2100E-04 1.1340E-03 0.00 0.00

Matriz de Rigidez Lateral del Portico

Kpk4959.480 -2278.562 1.00 0.00

-2278.562 1928.687 0.00 1.00

Matriz de Rigidez de Distancias del Portico

Sen βk

rdk Sen( βk-αk )

FA Cos βk

Sen βk

rdk Sen( βk-αk )

FA Cos βk

Sen βk

12.720 0.000 -1.00 0.000.000 10.610 0.00 -1.00

PORTICO B


2.1000E-04 2.3700E-04 0.00 0.002.3700E-04 5.0400E-04 0.00 0.00


Kpk10146.766 -4771.396 1.00 0.00

-4771.396 4227.819 0.00 1.00


6.720 0.000 -1.00 0.00

0.000 4.610 0.00 -1.00

PORTICO C


2.1000E-04 2.3700E-04 0.00 0.002.3700E-04 5.0400E-04 0.00 0.00


Kpk10146.766 -4771.396 1.00 0.00-4771.396 4227.819 0.00 1.00


0.720 0.000 -1.00 0.000.000 1.390 0.00 1.00

rdk Sen( βk-αk )

FA Cos βk

Sen βk

rdk Sen( βk-αk )

FA Cos βk

Sen βk

rdk Sen( βk-αk )

PORTICO D


2.1000E-04 2.3700E-04 0.00 0.002.3700E-04 5.0400E-04 0.00 0.00


Kpk10146.766 -4771.396 1.00 0.00-4771.396 4227.819 0.00 1.00


6.280 0.000 1.00 0.000.000 8.390 0.00 1.00

PORTICO E AQUIIIIIIII


4.4600E-04 0.0000E+00 0.00 0.000.0000E+00 0.0000E+00 0.00 0.00


Kpk2242.152 0.000 1.00 0.00

0.000 0.000 0.00 0.00


12.280 0.000 1.00 0.000.000 0.000 0.00 0.00

FA Cos βk

Sen βk

rdk Sen( βk-αk )

FA Cos βk

Sen βk

rdk Sen( βk-αk )

PORTICO F PORTICO CIRCULAR DE DOS NIVELES

0.000015 0.00002881Matriz de Flexibilidad del portico 0.000029 0.00008412

1.5000E-05 2.9000E-05 0.48 0.002.9000E-05 8.4120E-05 0.00 0.48


Kpk199904.943 -68916.350 0.87 0.00

-68916.350 35646.388 0.00 0.87


9.570 0.000 -1.00 0.000.000 7.740 0.00 -1.00

PORTICO G AQUIIIIIIII


4.6200E-04 0.0000E+00 0.71 0.000.0000E+00 0.0000E+00 0.00 0.00


Kpk2164.502 0.000 -0.71 0.00

0.000 0.000 0.00 0.00


10.900 0.000 -1.00 0.000.000 0.000 0.00 0.00

PORTICO H PORTICO CIRCULAR DE UN NIVEL


FA Cos βk

Sen βk

rdk Sen( βk-αk )

FA Cos βk

Sen βk

rdk Sen( βk-αk )

1.5120E-05 0.0000E+00 0.56 0.000.0000E+00 0.0000E+00 0.00 0.00


Kpk66137.566 0.000 0.83 0.00

0.000 0.000 0.00 0.00


9.700 0.000 1.00 0.000.000 0.000 0.00 0.00

FA Cos βk

Sen βk

rdk Sen( βk-αk )


2º NIVEL C.M.= 10.61 9.85

VECTOR DE POSICION 1 piso VECTOR DE POSICION 1 piso

Sen(β-α) Portico

rdk BETA ALFA

0.00 -1 1 9.150 0 90

0.00 -1 2 3.150 0 90

0.00 1 3 3.850 0 270

0.00 1 4 9.850 0 270

1.00 -1 A 10.610 90 180

1.00 -1 B 4.610 90 180

1.00 -1 C 1.390 90 0

1.00 1 D 8.390 90 0

1.00 1 E

0.87 -1 F 7.740 61.00 151.00

-0.71 -1 G

0.83 1 H

Matriz de Rigides del portico

1 2 3 47508.53 -3498.29 0.00 0.00

-3498.29 3050.34 0.00 0.00

Función Seno (b)

Distancia del centro de masa al eje del

portico

Angulo del eje del portico con respecto a x

Angulo del Rdk respecto del eje x

KK1

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00-68627.99 31974.40 0.00 0.0032009.39 -27910.62 0.00 0.00


1 2 3 411208.76 -4712.78 0.00 0.00

-4712.78 4254.24 0.00 0.00

0.00 0.00 0.00 0.000.00 0.00 0.00 0.00

-35195.52 14798.11 0.00 0.00

14845.24 -13400.84 0.00 0.00


1 2 3 411208.76 -4712.78 0.00 0.00

-4712.78 4254.24 0.00 0.00

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.0043265.83 -18191.31 0.00 0.00

KK1

KK1

KK1

-18144.19 16378.81 0.00 0.00


1 2 3 47496.33 -3487.65 0.00 0.00

-3487.65 3041.07 0.00 0.00

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

73913.83 -34388.28 0.00 0.00-34353.40 29954.49 0.00 0.00


1 2 3 40.00 0.00 0.00 0.000.00 0.00 0.00 0.000.00 0.00 4959.48 -2278.560.00 0.00 -2278.56 1928.69

0.00 0.00 -63084.59 28983.31

0.00 0.00 24175.54 -20463.37

KK1

KK1

KK1


1 2 3 40.00 0.00 0.00 0.000.00 0.00 0.00 0.00

0.00 0.00 10146.77 -4771.40

0.00 0.00 -4771.40 4227.82

0.00 0.00 -68186.27 32063.78

0.00 0.00 21996.13 -19490.25


1 2 3 40.00 0.00 0.00 0.000.00 0.00 0.00 0.00

0.00 0.00 10146.77 -4771.40

0.00 0.00 -4771.40 4227.820.00 0.00 -7305.67 3435.400.00 0.00 -6632.24 5876.67

KK1

KK1

KK1


1 2 3 40.00 0.00 0.00 0.000.00 0.00 0.00 0.00

0.00 0.00 10146.77 -4771.40

0.00 0.00 -4771.40 4227.82

0.00 0.00 63721.69 -29964.370.00 0.00 -40032.01 35471.40


1 2 3 40.00 0.00 0.00 0.000.00 0.00 0.00 0.00

0.00 0.00 2242.15 0.00

0.00 0.00 0.00 0.00

0.00 0.00 27533.63 0.00

0.00 0.00 0.00 0.00

KK1

KK1


1 2 3 446985.73 -16198.12 84764.50 -29222.19-16198.12 8378.34 -29222.19 15114.93

84764.50 -29222.19 152919.21 -52718.23

-29222.19 15114.93 -52718.23 27268.05

-927484.58 319746.23 -1673226.48 576837.47

258603.53 -133760.45 466533.13 -241310.24


1 2 3 41082.25 0.00 -1082.25 0.00

0.00 0.00 0.00 0.00

-1082.25 0.00 1082.25 0.000.00 0.00 0.00 0.00

-16682.82 0.00 16682.82 0.000.00 0.00 0.00 0.00


KK1

KK1

1 2 3 420681.00 0.00 30660.84 0.00

0.00 0.00 0.00 0.00

30660.84 0.00 45456.57 0.00

0.00 0.00 0.00 0.00

358741.48 0.00 531856.11 0.000.00 0.00 0.00 0.00

MATRIZ TRIDIMENSIONAL DE LA ESTRUCTURA

1 2 3 4106171.37 -32609.62 114343.09 -29222.19-32609.62 22978.22 -29222.19 15114.93114343.09 -29222.19 237099.96 -69310.97-29222.19 15114.93 -69310.97 41880.19

-572069.77 313939.16 -1172008.75 611355.60252960.58 -128738.62 466040.55 -239915.78

INVERSA DE LA MATRIZ TRIDIMENSIONAL DE LA ESTRUCTURA

1 2 3 43.63E-05 4.14E-05 -1.82E-05 -1.93E-05

4.14E-05 1.08E-04 -1.94E-05 -3.40E-05

-1.82E-05 -1.94E-05 1.75E-05 2.14E-05

-1.93E-05 -3.40E-05 2.14E-05 7.24E-05-1.11E-07 -2.43E-07 8.46E-08 -2.74E-07-2.20E-07 7.85E-07 -1.03E-07 1.79E-06

DETERMINANDO EL CENTRO DE RIGIDEZ DE LA ESTRUCTURA

PARA LA DIRECCION X

Kyy =2.37E+05 -6.93E+04

KK1

KK1

Kyy =-6.93E+04 4.19E+04

8.17E-06 1.35E-051.35E-05 4.63E-05

XR-1.31E+00 5.64E-011.24E+01 -4.80E+00

PARA LA DIRECCION Y

Kxx =1.06E+05 -3.26E+04

-3.26E+04 2.30E+04

1.67E-05 2.37E-052.37E-05 7.71E-05

YR-2.11E+00 1.17E+001.07E+01 -3.94E+00

Kyy-1 =

Kxx-1 =


VECTOR DE POSICION 1 piso

BETA-ALFA Sen(β-α)

-90.000 1.000 0.000 -1

-90.000 1.000 0.000 -1

-270.000 1.000 0.000 1

-270.000 1.000 0.000 1

-90.000 0.000 1.000 -1

-90.000 0.000 1.000 -1

90.000 0.000 1.000 1

90.000 0.000 1.000 1

-90.000 0.485 0.875 -1

1.00

5 6-68627.99 32009.39 1

31974.40 -27910.62 2

Función Coseno (b)

Función Seno (b)

0.00 0.00 3

0.00 0.00 4627259.80 -292565.78 5-292565.78 255382.20 6

2.00

5 6-35195.52 14845.24 1

14798.11 -13400.84 2

0.00 0.00 30.00 0.00 4

110513.92 -46614.06 5

-46614.06 42212.65 6

3.00

5 643265.83 -18144.19 1

-18191.31 16378.81 2

0.00 0.00 3

0.00 0.00 4167006.09 -70036.56 5

-70036.56 63058.40 6

4.00

5 673913.83 -34353.40 1

-34388.28 29954.49 2

0.00 0.00 3

0.00 0.00 4

728790.36 -338724.54 5-338724.54 295051.73 6

A

5 60.00 0.00 10.00 0.00 2

-63084.59 24175.54 328983.31 -20463.37 4

802435.94 -307512.88 5

-307512.88 217116.31 6

B

5 60.00 0.00 10.00 0.00 2

-68186.27 21996.13 3

32063.78 -19490.25 4

458211.71 -147814.02 5

-147814.02 89850.03 6

C

5 60.00 0.00 10.00 0.00 2

-7305.67 -6632.24 3

3435.40 5876.67 45260.08 4775.21 54775.21 8168.57 6

D

5 60.00 0.00 10.00 0.00 2

63721.69 -40032.01 3

-29964.37 35471.40 4

400172.21 -251401.03 5-251401.03 297605.06 6

E

5 60.00 0.00 10.00 0.00 2

27533.63 0.00 3

0.00 0.00 4

338113.00 0.00 5

0.00 0.00 6

F

5 6-927484.58 258603.53 1319746.23 -133760.45 2

-1673226.48 466533.13 3

576837.47 -241310.24 4

18308274.21 -5104758.08 5

-5104758.08 2135489.54 6

G

5 6-16682.82 0.00 1

0.00 0.00 2

16682.82 0.00 30.00 0.00 4

257164.50 0.00 50.00 0.00 6

H

5 6358741.48 0.00 1

0.00 0.00 2

531856.11 0.00 3

0.00 0.00 4

6222883.60 0.00 50.00 0.00 6

MATRIZ TRIDIMENSIONAL DE LA ESTRUCTURA

5 6-572069.77 252960.58 1313939.16 -128738.62 2

-1172008.75 466040.55 3611355.60 -239915.78 4

28426085.42 -6554651.74 5-6554651.74 3403934.50 6

INVERSA DE LA MATRIZ TRIDIMENSIONAL DE LA ESTRUCTURA Vector de Fuerzas Inerciales

5 6-1.11E-07 -2.20E-07 1 44.454 1

-2.43E-07 7.85E-07 2 70.006 2 =8.46E-08 -1.03E-07 3 X 44.454 3

-2.74E-07 1.79E-06 4 70.006 46.77E-08 9.87E-08 5 55.568 59.87E-08 6.70E-07 6 66.506 6

DETERMINANDO EL CENTRO DE RIGIDEZ DE LA ESTRUCTURA

-1.17E+06 4.66E+05kyθ

6.11E+05 -2.40E+05

1XR

-0.751 7.64

-5.72E+05 2.53E+053.14E+05 -1.29E+05

1YR

0.941 -6.73

kyθ

kxθ

DESPLAZAMIENTO LATERAL DEL PORTICO A

0.00258055450.0042035616DpA

FUERZA SISMICA REAL

Fs 4.6708850413735 F13.7947603916361 F2 8.47


0.0024185079 11208.7632148770.0055001615 -4712.775442619

0

0-35195.51649471

14845.242644249

FUERZA SISMICA REAL

Fs 1.1874564573202 F112.001095623402 F2 13.19


0.00222945350.0070128614

å F

DpA

å F

DpA

FUERZA SISMICA REAL

Fs -8.060624240027 F119.327447495139 F2 11.27


0.00206740690.0083094613

FUERZA SISMICA REAL

Fs -13.48256630249 F118.059210028782 F2 4.58


0.00045060070.0005857861

FUERZA SISMICA REAL

Fs 0.8999951092274 F1

å F

DpA

å F

DpA

Fs 0.1030764057579 F2 1.00


0.00028855400.0018823860

FUERZA SISMICA REAL

Fs -6.053718421085 F16.5815818878032 F2 0.53


0.00012650740.0031789859

FUERZA SISMICA REAL

Fs -13.88455876696 F112.836560204451 F2 -1.05

å F

DpA

å F

DpA

å F


-0.00006254700.0046916858

FUERZA SISMICA REAL

Fs -23.02053917047 F120.134034907206 F2 -2.89


-0.00022459360.0000000000

FUERZA SISMICA REAL

Fs -0.503573014304 F10 F2 -0.50

DpA

å F

DpA

å F


0.00148350470.0038416208

FUERZA SISMICA REAL

Fs 31.809427367556 F134.70218085314 F2 66.51


0.00186885810.0000000000

FUERZA SISMICA REAL

Fs 4.0451474391973 F10 F2 4.05


DpA

å F

DpA

å F

0.00113177340.0000000000

FUERZA SISMICA REAL

Fs 74.852736622367 F10 F2 74.85

DESPLAZAMIENTOS GLOBALES

0.002334 1X

1ER PISO DESPLAZAMIENTOS LATERALES DE ENTRE PISOS0.006181 2 2DO PISO Del reglamento tenemos el valor de R0.000107 3

Y 1ER PISO0.002879 4 2DO PISO ∆X1 = 0.00384717-0.000027 5

MGIRO

0.000216 6 GIRO ∆Y1 = 0.00277155

DpA

å F

-4712.77544 0 0 -35195.5165 14845.242644254.235129 0 0 14798.11489 -13400.8407

0 0 0 0 0

0 0 0 0 014798.11489 0 0 110513.9218 -46614.0619

-13400.8407 0 0 -46614.0619 42212.64807

DESPLAZAMIENTOS LATERALES DE ENTRE PISOSDel reglamento tenemos el valor de R Rx = 6

Ry = 6∆REL. = 0.006000

∆REL. = 0.004000


ELEMENTO


MUROS12.837

Muros e = 0.20

VIGA 0.35 9.4248 0.65 2.4 5.15 3.821

PLACA 0.2 4.7124 3 2.4 6.79 5.4024

COLUMNA 0.1257 3 1 2.4 0.91 6.000

PESO TOTAL PRIMER NIVEL 12.837

CENTRO DE MASAx(m)4.81

2 5

1 4

P.E(Ton/m3)

P(Ton)

x(m)


MUROS61.752 42.175

2.179 19.66 11.21

3.762 36.66 25.53

6.000 5.43 5.43

61.752 42.175

CENTRO DE MASAy(m)3.29

y(m)

P*x(Ton-m)

P*y(Ton-m)

Analisis Sismico - 2 Pisos-muro Curvo

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