proyecto final sismo ilviu

Introducción.

En el proyecto a continuación las pautas a seguir para realiza

satisfactoriamente un Análisis Cuasiestatico a un edificio de 4 niveles, en

Mampostería con el objetivo de funcionar como apartamentos residenciales y

Satisfacer las necesidades presentes y futuras de los ocupantes, propietarios y

operadores del edificio, además proporcionar seguridad a los ocupantes. Este

está ubicado Santiago, Republica Dominicana.

Ubicación del proyecto.

ANALISIS SISMICO

CUASIESTATICO DE UNA EDIFICACION

Apartamentos Familiar

Santiago de los Caballeros

Cuatro (4)

4.00 m

2.85 m

12.55 m

D

Resistencia del hormigon: f'c = 210 kg/cmE2

70 kg/cmE2

15 cm

1- Calculo de Cargas Permanentes del Edificio

Techo

0.14 m

a) Peso Propio Losa 0.336 Ton/m2

b)Fino e Impermeabilizante 0.100 Ton/m2

c)Pañete 0.020 Ton/m2

0.46 Ton/m2

Entrepiso

0.14 m

a) Peso Propio Losa 0.336 Ton/m2

b) Relleno y Mosaico 0.140 Ton/m2

c) Pañete 0.020 Ton/m2

d) Panderetas 0.100 Ton/m2

0.60 Ton/m2

Techo = 0.10 ton/m2

Entrepiso = 0.20 ton/m2

2-Verificacion de los limites del metodo Cuasi-estatico

12.55 m < 30 m OK

4.00 < 10 OK

0.1

Calculo de area total de muros de Carga:

19.05 m

38.55 m

57.60 m

Area de Muro

57.60 m 0.15 m

8.64 m2

Espesor Losa =

Espesor Losa =

a)Altura del Edificio:

b) Numero de Pisos:

c)Densidad de muro-area:

Carga Viva

DATOS GENERALES

Tipo de Suelo:

Resistencia de los muros: f'm=

Espesor de los Muros:

Uso:

Ubicación:

Número de pisos:

Altura de entrepisos:

Altura total del edificio:

Altura primer piso:

�� = ( ) � ( )

� · �� · �� · ��

� · �� · ��

� · ��

�⬚�� =

� =�⬚

�� =�⬚

�� = ∑ �� · �

�� =

ANALISIS SISMICO


Area de un Piso

Donde:

Lx = 7.00 m

Ly = 19.00 m

Ahueco = 23.34 m2

133.00 23.34

109.7 m2

Entonces, la Densidad muro-area sera:

8.64 0.079 < 0.10

110

3- Determinación del coeficiente de corte Basal

a) Coeficiente de zonificación sísmica, S1 y Ss

S1 = 0.75 g

Ss = 1.55 g

b) Coeficiente de Uso "U"

IV

U = 1 (TABLA 7, R-001)

c) Coeficiente de Sitio, Fa y Fv

Fa = 1.2

Fv = 1.5

d) Coeficiente de reducción por capcadidad de disipación de energía "Rd"

M-Va

Rd = 3.00

Cd = 2.50

Ko = 0.09

Ct = 0.048

X = 0.75

e) Valores de los cofecientes "Ct" y "X"

Tipo de Sistema Estructural

(TABLA 1, R-001)

(TABLA 6, R-001)

(TABLA 8, R-001)

(TABLA 9, R-001)

EDIFICIO GRUPO:

�� = �� ∗ � − (��)

�� = − ( )

�� =

� =( )

( )=

� = ��

��

ANALISIS SISMICO


f) Calculo de periodos de vibracion de la estructura

Para la dirección X-X

0.43 seg

0.32 seg

0.32 seg

Para la direccion Y-Y'

0.26 seg

0.32 seg

0.26 seg

g) Calculo de Aceleración Espectral de Diseño "Sa"

Para

Para

Para

Donde:

Sds = 1.24 seg

Sd1 = 0.75 seg

To = 0.12 seg

Ts = 0.60 seg

Para direccion X:

Para

0.12 < 0.32 ≤ 0.60

1.24 g

Usar Tx =

Usar Ty =

� = 0.6��

� ∗ � + 0.4�� ≤�

� < � ≤��

� >��

�� = � · �

��

�� = (0.09) · (12.55)

10.42=

�� = �� · ��

� = � · �

��

� = (0.09) · (12.55)

15.15=

� = �� · ��

� = (0.09) · (12.55)�.��=

� =��

�

�� =2

3∗ (�� ∗ �)

� = 0.20 ∗��

��

�� =

�� = (0.048) · (12.55)�.��=

� = ��

�� =2

3∗ (�� ∗ �)

�� = 5 · ��

� < � ≤ ��

ANALISIS SISMICO


Para direccion Y:

Para

0.12 < 0.26 ≤ 0.60

1.24 g

h) Coeficiente de Corte Basal

Coeficiente basal sera igual para ambas direcciones

ART. 35, CAP. IV

Cb = 0.41 OK

i) Determinacion del peso del edificio

I) Carga permanente por Piso:

MUROS DE BLOQUES CARGAS

DE 0.15 PERMANETES (Wm)

4 21.31 9.677 50.00 80.99

3 42.46 9.677 51.45 103.58

2 42.46 9.677 51.45 103.58

1 51.48 9.677 51.45 112.60

II) Carga Viva Por Piso:

NIVEL LOSA Wm (CARGA VIVA) CARGA VIVA (Ton/mt)

4 109.660 0.100 10.97

3 109.660 0.200 21.93

2 109.660 0.200 21.93

1 109.660 0.200 21.93

III) Coeficiente de reduccion para la carga viva:

NIVEL CARGA VIVA Ø CARGA VIVA (Ton/mt)

4 10.97 0.25 2.74

3 21.93 0.25 5.48

2 21.93 0.25 5.48

1 21.93 0.25 5.48

IV) Carga permanente más Porcentaje de cargas viva por piso:

NIVEL PESO CARGA MUERTA PESO CARGA VIVA TOTAL

4 80.99 2.74 83.73

3 103.58 5.48 109.06

2 103.58 5.48 109.06

1 112.60 5.48 118.08

Techo Ø = 0.25

NIVEL VIGAS LOSAS

Entrepisos Ø = 0.25

��=(��)+(��)+(��)+(��)

�� =

�� =

�∗��

��≥ 0.03

� < � ≤ ��

ANALISIS SISMICO


V) Peso total del edificio

419.94 Ton

j) Cortante basal: "V"

Esta sera igual para ambas direcciones

(ART.39, CAP. V)

V = 173.58 Ton

4) Determinacion de fuerzas horizontales "Fi" y los cortantes "Vi" en cada piso:

Esta sera igual para ambas direcciones

NOTA: El periodo de vibracion "T" es menor que 0.7s, la fuerza en el tope Ft = 0

Piso Peso total en Ton) Altura hi (m) Pero por Altura

Wi.hiFuerza Fi (Ton)

Cortante Vi

(Ton)

4 83.73 12.55 1,050.81 54.80 54.80

3 109.06 9.70 1,057.92 55.17 109.98

2 109.06 6.85 747.08 38.96 148.94

1 118.08 4.00 472.33 24.63 173.58

∑ = 3,328.14

5) Determinación del Centro de Masa

Piso Area (A) X (m) AX Y (m) AY

1 133.00 3.5 465.50 9.5 1,263.50

2 6.84 1.432 9.79 1.2 8.21

3 4.84 1.1 5.32 1.1 5.32

4 7.56 1.2 9.07 1.575 11.91

113.76 ∑ = 489.69 ∑ = 1,288.94

Xcm = 4.30 mts

Ycm = 11.33 mts

6) Determinacion del Centro de Rigidez

Nota: Para determinar el centro de rigidez se calculara la rigidez de cada

muro de acuerdo a la siguiente expresion:

Se considera a G = 0.4E

V = Cb x W

�=

�� =∑��

∑��

Y�� =∑��

∑��

� =1

∆� ∆� = �ℎ�

3��+

1.2�!

��"

0

2

4

6

8

10

12

14

0 0.5 1 1.5 2 2.5 3 3.5 4

ESPECTRO DE DISEÑO SISMICO

DOMINICANO Espectro elástico

PERIODOS (s)

A

C

E

L

E

R

A

C

I

O

N(m/s)

ANALISIS SISMICO


Muros Lx I A´ K Y YK Vd dy K(dy) K(dy)2 Vt1 Vt2 VM1X 50 156,250 750 456.1 11.95 5,450.17 0.42 7.94 3,623.51 28,788.35 0.49 0.58 0.91

M2X 85 767,656 1,275 2,192.7 11.95 26,203.05 2.03 7.94 17,420.93 138,407.18 2.36 2.81 4.39

M3X 70 428,750 1,050 1,237.7 11.95 14,790.79 1.15 7.94 9,833.56 78,126.50 1.33 1.59 2.48

M4X 85 767,656 1,275 2,192.7 10.80 23,681.41 2.03 6.79 14,899.29 101,238.93 2.02 2.40 4.05

M5X 105 1,447,031 1,575 4,063.3 9.60 39,007.44 3.76 5.59 22,733.54 127,191.44 3.09 3.67 6.85

M6X 65 343,281 975 994.1 8.55 8,499.26 0.92 4.54 4,517.91 20,533.35 0.61 0.73 1.53

M7X 160 5,120,000 2,400 13,500.0 8.55 115,425.00 12.50 4.54 61,355.89 278,855.18 8.33 9.90 20.83

M8X 105 1,447,031 1,575 4,063.3 8.55 34,741.00 3.76 4.54 18,467.10 83,930.77 2.51 2.98 6.74

M9X 290 30,486,250 4,350 64,573.6 5.95 384,212.85 59.79 1.94 125,587.92 244,253.50 17.04 20.27 80.06

M10X 50 156,250 750 456.1 5.95 2,713.68 0.42 1.94 887.02 1,725.15 0.12 0.14 0.57

M11X 65 343,281 975 994.1 3.65 3,628.34 0.92 -0.36 -353.01 125.36 -0.05 -0.06 0.86

M12X 50 156,250 750 456.1 3.65 1,664.70 0.42 -0.36 -161.96 57.52 -0.02 -0.03 0.40

M13X 200 10,000,000 3,000 24,868.4 3.65 90,769.74 23.03 -0.36 -8,831.26 3,136.15 -1.20 -1.43 21.60

M14X 295 32,090,469 4,425 67,309.6 0.00 0.00 62.33 -4.01 -269,582.93 1,079,711.84 -36.58 -43.51 18.82

M15X 30 33,750 450 99.2 0.00 0.00 0.09 -4.01 -397.51 1,592.06 -0.05 -0.06 0.03

187,456.94 750,787.43 2,187,673.28

Ycr = 4.01 m

Vi 173.58 Ton

SOLICITACIONES EN MUROS X-X' PRIMER NIVEL

��

�∑��

∑�

ANALISIS SISMICO


Muros Ly I A´ K X XK Vd dx K(dx) K(dx)2 Vt1 Vt2 VM1Y 345 51,329,531 5,175 97,297 0.00 0 15.22 -4.20 -409,111.91 1,720,215.97 1.15 -2.73 16.36

M2Y 100 1,250,000 1,500 3,526 3.25 11,460 0.55 -0.95 -3,366.59 3,214.27 0.01 -0.02 0.56

M3Y 100 1,250,000 1,500 3,526 3.95 13,928 0.55 -0.25 -898.30 228.85 0.00 -0.01 0.55

M4Y 330 44,921,250 4,950 87,826 6.85 601,606 13.74 2.65 232,320.52 614,544.35 -0.65 1.55 13.09

M5Y 240 17,280,000 3,600 40,181 0.00 0 6.28 -4.20 -168,951.75 710,400.97 0.47 -1.13 6.76

M6Y 240 17,280,000 3,600 40,181 1.95 78,353 6.28 -2.25 -90,598.60 204,277.78 0.25 -0.60 6.54

M7Y 160 5,120,000 2,400 13,500 2.90 39,150 2.11 -1.30 -17,614.21 22,982.26 0.05 -0.12 2.16

M8Y 220 13,310,000 3,300 32,038 0.00 0 5.01 -4.20 -134,710.18 566,423.51 0.38 -0.90 5.39

M9Y 40 80,000 600 234 2.90 680 0.04 -1.30 -305.95 399.20 0.00 0.00 0.04

M10Y 340 49,130,000 5,100 94,098 3.95 371,686 14.72 -0.25 -23,972.02 6,107.03 0.07 -0.16 14.79

M11Y 220 13,310,000 3,300 32,038 6.90 221,059 5.01 2.70 86,349.05 232,731.72 -0.24 0.58 4.77

M12Y 40 80,000 600 234 2.90 680 0.04 -1.30 -305.95 399.20 0.00 0.00 0.03

M13Y 350 53,593,750 5,250 100,538 0.00 0 15.73 -4.20 -422,738.44 1,777,512.22 1.18 -2.82 12.91

M14Y 815 676,679,219 12,225 485,789 6.85 3,327,652 75.98 2.65 1,285,029.36 3,399,215.58 -3.60 8.56 84.55

M15Y 315 39,069,844 4,725 78,750 0.00 0 12.32 -4.20 -331,125.02 1,392,300.06 0.93 -2.21 10.11

1,109,756.47 4,666,255.71 10,650,952.96

Xcr = 4.20 m

Vi= 173.58 Ton

SOLICITACIONES EN MUROS Y-Y' PRIMER NIVEL

��

�∑��

∑�

ANALISIS SISMICO


Xcm= 4.30 m

Xcr= 4.20 m

Ycm= 11.33 m

Ycr= 4.01 m

ex= 0.10 m

ey= 7.32 m

Long X= 7.00 m

Long Y= 19.00 m

eax= 0.35 m

eay= 0.95 m

enx= 0.49 m

e'nx= -0.21 m

eny= 11.94 m

e'ny = 10.04 m

Vi= 173.58 Ton

Mtx = 1742.28 Ton-m

M'tx = 2072.08 Ton-m

Mty = -35.95 Ton-m

M'ty = 85.55 Ton-m

3-Excentricidad Normativa

4- Momentos Torsores

2-Excentricidad Accidental

1-Excentricidad Geométrica

Primer nivel

��

��

�� 0.05 ∗ ��

�� 0.05 ∗ ��

�� 1.5��

�� 1.5��

�� ∗ ��

ANALISIS SISMICO


Vt1= #¡DIV/0!

ANALISIS SISMICO


Muros Lx I A´ K Y YK Vd dy K(dy) K(dy)2 Vt1 Vt2 VM1X 50 156,250 750 1,246.9 11.95 14,900.60 0.44 7.79 9,709.33 75,603.69 0.66 0.78 1.09

M2X 85 767,656 1,275 5,875.5 11.95 70,212.49 2.06 7.79 45,750.94 356,248.90 3.10 3.68 5.16

M3X 70 428,750 1,050 3,349.0 11.95 40,020.39 1.17 7.79 26,077.56 203,058.15 1.77 2.10 2.94

M4X 85 767,656 1,275 5,875.5 10.80 63,455.64 2.06 6.64 38,994.09 258,792.12 2.64 3.14 4.70

M5X 105 1,447,031 1,575 10,722.7 9.60 102,937.44 3.76 5.44 58,295.85 316,937.12 3.95 4.69 7.71

M6X 65 343,281 975 2,697.5 8.55 23,063.37 0.95 4.39 11,833.00 51,907.83 0.80 0.95 1.75

M7X 160 5,120,000 2,400 33,810.0 8.55 289,075.43 11.86 4.39 148,314.34 650,610.72 10.04 11.94 21.89

M8X 105 1,447,031 1,575 10,722.7 8.55 91,678.66 3.76 4.39 47,037.07 206,337.56 3.18 3.79 7.55

M9X 290 30,486,250 4,350 140,105.3 5.95 833,626.64 49.13 1.79 250,326.37 447,258.48 16.94 20.15 69.28

M10X 50 156,250 750 1,246.9 5.95 7,419.13 0.44 1.79 2,227.86 3,980.52 0.15 0.18 0.62

M11X 65 343,281 975 2,697.5 3.65 9,845.77 0.95 -0.51 -1,384.61 710.72 -0.09 -0.11 0.83

M12X 50 156,250 750 1,246.9 3.65 4,551.23 0.44 -0.51 -640.04 328.53 -0.04 -0.05 0.39

M13X 200 10,000,000 3,000 59,623.1 3.65 217,624.30 20.91 -0.51 -30,604.45 15,709.22 -2.07 -2.46 18.44

M14X 295 32,090,469 4,425 145,269.3 0.00 0.00 50.94 -4.16 -604,799.56 2,517,961.16 -40.94 -48.68 2.25

M15X 30 33,750 450 273.3 0.00 0.00 0.10 -4.16 -1,137.74 4,736.77 -0.08 -0.09 0.00

424,762.02 1,768,411.11 5,110,181.50

Ycr = 4.16 m

Vi 148.94 Ton

SOLICITACIONES EN MUROS X-X' SEGUNDO NIVEL

��

�∑��

∑�

ANALISIS SISMICO



M2Y 100 1,250,000 1,500 9,343 3.25 30,364 0.66 -0.63 -5,888.23 3,710.98 0.01 -0.02 0.67

M3Y 100 1,250,000 1,500 9,343 3.95 36,904 0.66 0.07 651.79 45.47 0.00 0.00 0.66

M4Y 330 44,921,250 4,950 182,872 6.85 1,252,675 12.90 2.97 543,087.06 1,612,839.74 -0.76 1.80 12.14

M5Y 240 17,280,000 3,600 92,099 0.00 0 6.50 -3.88 -357,364.42 1,386,658.71 0.50 -1.19 7.00

M6Y 240 17,280,000 3,600 92,099 1.95 179,592 6.50 -1.93 -177,772.15 343,142.41 0.25 -0.59 6.75

M7Y 160 5,120,000 2,400 33,810 2.90 98,049 2.39 -0.98 -33,141.81 32,486.84 0.05 -0.11 2.43

M8Y 220 13,310,000 3,300 75,104 0.00 0 5.30 -3.88 -291,422.46 1,130,788.26 0.41 -0.97 5.71

M9Y 40 80,000 600 644 2.90 1,867 0.05 -0.98 -630.93 618.46 0.00 0.00 0.05

M10Y 340 49,130,000 5,100 194,021 3.95 766,382 13.69 0.07 13,535.43 944.27 -0.02 0.04 13.67

M11Y 220 13,310,000 3,300 75,104 6.90 518,220 5.30 3.02 226,797.14 684,873.56 -0.32 0.75 4.98

M12Y 40 80,000 600 644 2.90 1,867 0.05 -0.98 -630.93 618.46 0.00 0.00 0.04

M13Y 350 53,593,750 5,250 205,321 0.00 0 14.49 -3.88 -796,695.38 3,091,367.05 1.11 -2.65 11.84

M14Y 815 676,679,219 12,225 774,508 6.85 5,305,381 54.64 2.97 2,300,105.41 6,830,767.45 -3.21 7.64 62.29

M15Y 315 39,069,844 4,725 166,467 0.00 0 11.74 -3.88 -645,929.63 2,506,360.19 0.90 -2.15 9.60

2,111,030.80 8,191,300.25 20,631,245.08

Xcr = 3.88 m

Vi 148.94 Ton

SOLICITACIONES EN MUROS Y-Y' SEGUNDO NIVEL

��

�∑��

∑�

ANALISIS SISMICO


Xcm= 4.30 m

Xcr= 3.88 m

Ycm= 11.33 m

Ycr= 8.38 m

ex= 0.42 m

ey= 2.95 m

Long X= 7.00 m

Long Y= 19.00 m

eax= 0.35 m

eay= 0.95 m

enx= 0.98 m

e'nx= 0.28 m

eny= 5.38 m

e'ny = 3.48 m

Vi= 148.94 Ton

Mtx = 517.57 Ton-m

M'tx = 800.55 Ton-m

Mty = 41.65 Ton-m

M'ty = 145.91 Ton-m


Segundo nivel



4-Momento Torsor

��

��

�� 0.05 ∗ ��

�� 0.05 ∗ ��

�� 1.5��

�� 1.5��

�� ∗ ��

ANALISIS SISMICO



M2X 85 767,656 1,275 5,875.5 11.95 70,212.49 1.52 7.79 45,750.94 356,248.90 3.10 3.68 4.62

M3X 70 428,750 1,050 3,349.0 11.95 40,020.39 0.87 7.79 26,077.56 203,058.15 1.77 2.10 2.63

M4X 85 767,656 1,275 5,875.5 10.80 63,455.64 1.52 6.64 38,994.09 258,792.12 2.64 3.14 4.16

M5X 105 1,447,031 1,575 10,722.7 9.60 102,937.44 2.78 5.44 58,295.85 316,937.12 3.95 4.69 6.72

M6X 65 343,281 975 2,697.5 8.55 23,063.37 0.70 4.39 11,833.00 51,907.83 0.80 0.95 1.50

M7X 160 5,120,000 2,400 33,810.0 8.55 289,075.43 8.75 4.39 148,314.34 650,610.72 10.04 11.94 18.79

M8X 105 1,447,031 1,575 10,722.7 8.55 91,678.66 2.78 4.39 47,037.07 206,337.56 3.18 3.79 6.56

M9X 290 30,486,250 4,350 140,105.3 5.95 833,626.64 36.28 1.79 250,326.37 447,258.48 16.94 20.15 56.43

M10X 50 156,250 750 1,246.9 5.95 7,419.13 0.32 1.79 2,227.86 3,980.52 0.15 0.18 0.50

M11X 65 343,281 975 2,697.5 3.65 9,845.77 0.70 -0.51 -1,384.61 710.72 -0.09 -0.11 0.59

M12X 50 156,250 750 1,246.9 3.65 4,551.23 0.32 -0.51 -640.04 328.53 -0.04 -0.05 0.27

M13X 200 10,000,000 3,000 59,623.1 3.65 217,624.30 15.44 -0.51 -30,604.45 15,709.22 -2.07 -2.46 12.97

M14X 295 32,090,469 4,425 145,269.3 0.00 0.00 37.61 -4.16 -604,799.56 2,517,961.16 -40.94 -48.68 -11.07

M15X 30 33,750 450 273.3 0.00 0.00 0.07 -4.16 -1,137.74 4,736.77 -0.08 -0.09 -0.02

424,762.02 1,768,411.11 5,110,181.50

Ycr = 4.16 m

Vi = 109.98 Ton

SOLICITACIONES EN MUROS X-X' TERCER NIVEL

��

�∑��

∑�

ANALISIS SISMICO



M2Y 100 1,250,000 1,500 9,343 3.25 30,364 0.49 -0.63 -5,888.23 3,710.98 0.01 -0.02 0.49

M3Y 100 1,250,000 1,500 9,343 3.95 36,904 0.49 0.07 651.79 45.47 0.00 0.00 0.49

M4Y 330 44,921,250 4,950 182,872 6.85 1,252,675 9.53 2.97 543,087.06 1,612,839.74 -0.76 1.80 8.77

M5Y 240 17,280,000 3,600 92,099 0.00 0 4.80 -3.88 -357,364.42 1,386,658.71 0.50 -1.19 5.30

M6Y 240 17,280,000 3,600 92,099 1.95 179,592 4.80 -1.93 -177,772.15 343,142.41 0.25 -0.59 5.05

M7Y 160 5,120,000 2,400 33,810 2.90 98,049 1.76 -0.98 -33,141.81 32,486.84 0.05 -0.11 1.81

M8Y 220 13,310,000 3,300 75,104 0.00 0 3.91 -3.88 -291,422.46 1,130,788.26 0.41 -0.97 4.32

M9Y 40 80,000 600 644 2.90 1,867 0.03 -0.98 -630.93 618.46 0.00 0.00 0.03

M10Y 340 49,130,000 5,100 194,021 3.95 766,382 10.11 0.07 13,535.43 944.27 -0.02 0.04 10.09

M11Y 220 13,310,000 3,300 75,104 6.90 518,220 3.91 3.02 226,797.14 684,873.56 -0.32 0.75 3.60

M12Y 40 80,000 600 644 2.90 1,867 0.03 -0.98 -630.93 618.46 0.00 0.00 0.03

M13Y 350 53,593,750 5,250 205,321 0.00 0 10.70 -3.88 -796,695.38 3,091,367.05 1.11 -2.65 8.05

M14Y 815 676,679,219 12,225 774,508 6.85 5,305,381 40.35 2.97 2,300,105.41 6,830,767.45 -3.21 7.64 47.99

M15Y 315 39,069,844 4,725 166,467 0.00 0 8.67 -3.88 -645,929.63 2,506,360.19 0.90 -2.15 6.53

2,111,030.80 8,191,300.25 20,631,245.08

Xcr = 3.88 m

Vi = 109.98 Ton

SOLICITACIONES EN MUROS Y-Y' TERCER NIVEL

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ANALISIS SISMICO


Xcm= 4.30 m

Xcr= 3.88 m

Ycm= 11.33 m

Ycr= 8.38 m

ex= 0.42 m

ey= 2.95 m

Long X= 7.00 m

Long Y= 19.00 m

eax= 0.35 m

eay= 0.95 m

enx= 0.98 m

e'nx= 0.28 m

eny= 5.38 m

e'ny = 3.48 m

Tercer nivel

Vi= 109.98 Ton

Mtx = 107.74 Ton-m

M'tx = 30.76 Ton-m

Mty = 591.14 Ton-m

M'ty = 382.18 Ton-m




4-Momento Torsor

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METODO DE ANALISIS SISMICO

CUASIESTATICO


M2X 85 767,656 1,275 5,875.5 11.95 70,212.49 0.76 7.79 45,750.94 356,248.90 2.04 2.43 2.80

M3X 70 428,750 1,050 3,349.0 11.95 40,020.39 0.43 7.79 26,077.56 203,058.15 1.16 1.38 1.59

M4X 85 767,656 1,275 5,875.5 10.80 63,455.64 0.76 6.64 38,994.09 258,792.12 1.74 2.07 2.50

M5X 105 1,447,031 1,575 10,722.7 9.60 102,937.44 1.38 5.44 58,295.85 316,937.12 2.60 3.09 3.98

M6X 65 343,281 975 2,697.5 8.55 23,063.37 0.35 4.39 11,833.00 51,907.83 0.53 0.63 0.88

M7X 160 5,120,000 2,400 33,810.0 8.55 289,075.43 4.36 4.39 148,314.34 650,610.72 6.61 7.86 10.98

M8X 105 1,447,031 1,575 10,722.7 8.55 91,678.66 1.38 4.39 47,037.07 206,337.56 2.10 2.49 3.48

M9X 290 30,486,250 4,350 140,105.3 5.95 833,626.64 18.08 1.79 250,326.37 447,258.48 11.16 13.27 31.35

M10X 50 156,250 750 1,246.9 5.95 7,419.13 0.16 1.79 2,227.86 3,980.52 0.10 0.12 0.28

M11X 65 343,281 975 2,697.5 3.65 9,845.77 0.35 -0.51 -1,384.61 710.72 -0.06 -0.07 0.27

M12X 50 156,250 750 1,246.9 3.65 4,551.23 0.16 -0.51 -640.04 328.53 -0.03 -0.03 0.13

M13X 200 10,000,000 3,000 59,623.1 3.65 217,624.30 7.69 -0.51 -30,604.45 15,709.22 -1.36 -1.62 6.07

M14X 295 32,090,469 4,425 145,269.3 0.00 0.00 18.74 -4.16 -604,799.56 2,517,961.16 -26.97 -32.07 -13.33

M15X 30 33,750 450 273.3 0.00 0.00 0.04 -4.16 -1,137.74 4,736.77 -0.05 -0.06 -0.03

424,762.02 1,768,411.11 5,110,181.50

Ycr = 4.16 m

Vi = 54.80 Ton

SOLICITACIONES EN MUROS X-X' CUARTO NIVEL

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METODO DE ANALISIS SISMICO

CUASIESTATICO

Muros Ly I A´ K X XK Vd dx K(dx) K(dx)2 Vt1 Vt2 VM1Y 345 51,329,531 5,175 199,653 0.00 0 5.18 -1.37 -272,938.90 373,125.64 0.25 -0.60 5.43

M2Y 100 1,250,000 1,500 9,343 3.25 30,364 0.24 1.88 17,592.03 33,124.62 -0.02 0.04 0.23

M3Y 100 1,250,000 1,500 9,343 3.95 36,904 0.24 2.58 24,132.05 62,331.47 -0.02 0.05 0.22

M4Y 330 44,921,250 4,950 182,872 6.85 1,252,675 4.75 5.48 1,002,676.11 5,497,606.36 -0.92 2.20 3.82

M5Y 240 17,280,000 3,600 92,099 0.00 0 2.39 -1.37 -125,904.92 172,120.40 0.12 -0.28 2.51

M6Y 240 17,280,000 3,600 92,099 1.95 179,592 2.39 0.58 53,687.35 31,296.15 -0.05 0.12 2.34

M7Y 160 5,120,000 2,400 33,810 2.90 98,049 0.88 1.53 51,828.47 79,449.59 -0.05 0.11 0.83

M8Y 220 13,310,000 3,300 75,104 0.00 0 1.95 -1.37 -102,672.56 140,360.23 0.09 -0.22 1.72

M9Y 40 80,000 600 644 2.90 1,867 0.02 1.53 986.67 1,512.50 0.00 0.00 0.02

M10Y 340 49,130,000 5,100 194,021 3.95 766,382 5.04 2.58 501,142.88 1,294,418.71 -0.46 1.10 6.13

M11Y 220 13,310,000 3,300 75,104 6.90 518,220 1.95 5.53 415,547.03 2,299,194.08 -0.38 0.91 2.86

M12Y 40 80,000 600 644 2.90 1,867 0.02 1.53 986.67 1,512.50 0.00 0.00 0.02

M13Y 350 53,593,750 5,250 205,321 0.00 0 5.33 -1.37 -280,687.89 383,719.03 0.26 -0.61 4.72

M14Y 815 676,679,219 12,225 774,508 6.85 5,305,381 20.11 5.48 4,246,576.49 23,283,696.27 -3.91 9.30 29.40

M15Y 315 39,069,844 4,725 166,467 0.00 0 4.32 -1.37 -227,570.83 311,104.47 0.21 -0.50 3.82

2,111,030.80 2,885,919.61 33,964,572.02

Xcr = 1.37 m

Vi = 54.80 Ton

SOLICITACIONES EN MUROS Y-Y' CUARTO NIVEL

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ANALISIS SISMICO


Xcm= 4.30 m

Xcr= 1.37 m

Ycm= 11.33 m

Ycr= 8.38 m

ex= 2.93 m

ey= 2.95 m

Long X= 7.00 m

Long Y= 19.00 m

eax= 0.35 m

eay= 0.95 m

enx= 4.75 m

e'nx= 4.05 m

eny= 5.38 m

e'ny = 3.48 m

Cuarto Nivel

Vi= 54.80 Ton

Mtx = 260.27 Ton-m

M'tx = 221.91 Ton-m

Mty = 294.55 Ton-m

M'ty = 190.43 Ton-m

4-Momento Torsor




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