proyecto final sismo gabriel

27 de Agosto de 2015

Santiago de los Caballeros, Rep. Dom.

Universidad Tecnológica de Santiago

(UTESA)

FACULTAD DE ARQUITECTURA E INGENIERIA

Departamento de Ingeniería Civil

ASIGNATURA:

Ingeniería Sísmica

GRUPO:

ICV-900-001

TEMA:

Método de Análisis Sísmico “Cuasiestatico”

PRESENTADO POR:

Victor G. Nuñez 2-09-2331

Yasmil Medina Acosta 1-04-1670

PRESENTADO A:

Ing. Elvin Cabrera

1) ESPECIFICACIONES DE DISEÑO

1.1- Cargas gravitacionales utilizadas:

a) 400 kg/m2, áreas de circulación

b) 200 kg/m2, otras áreas

c) 100 kg/m2, losa de techo

1.2- Las cargas sísmicas resultan del uso del “Reglamento para el Análisis y Diseño

sísmico de estructuras”, R-001-MOPC.

2) HORMIGON

2.1- El hormigón a usar tendrá una resistencia a la compresión a los 28 días:

a) F’c = 210 kg/cm2

3) MAMPOSTERIA

3.1- Resistencia nominal a compresión blocks: F’b ≥ 60 kg/cm2

3.2- Resistencia nominal a la compresión del mortero a usar en las juntas de los blocks:

F’j ≥ 80 kg/m2

3.3- Resistencia a compresión del hormigón a usar en los blocks con varilla:

F’m = 70 kg/m2

4) ACERO DE REFUERZO

4.1- Todo el acero a usar tendrá un esfuerzo último a la fluencia de:

a) Fy = 4200 kg/m2 (grado 60)

CUASIESTATICO

Apartamentos Familiar

Santiago

Cuatro (4)

3.00 m

3.00 m

12.00 m

D

Resistencia del hormigon: f'c = 210 kg/cm2

70 kg/cm2

20 cm

1- Calculo de Cargas Permanentes del Edificio

Techo

0.12 m

a) Peso Propio Losa 0.288 Ton/m2

b)Fino e Impermeabilizante 0.100 Ton/m2

c)Pañete 0.020 Ton/m2

0.41 Ton/m2

Entrepiso

0.12 m

a) Peso Propio Losa 0.288 Ton/m2

b) Relleno y Mosaico 0.140 Ton/m2

c) Pañete 0.020 Ton/m2

d) Panderetas 0.100 Ton/m2

0.55 Ton/m2

Techo = 0.10 ton/m2

Entrepiso = 0.20 ton/m2

2-Verificacion de los limites del metodo Cuasi-estatico

12.00 m < 30 m OK Art. 32, Cap. II

4.00 < 10 OK (R-001)

0.1

Calculo de area total de muros de Carga:

16.71 m

23.84 m

40.55 m

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:

Espesor Losa =

Espesor Losa =

a)Altura del Edificio:

b) Numero de Pisos:

c)Densidad de muro-area:

Carga Viva

� · �� · �� · ��

� · �� · ��

� · ��

�⬚�� =

� =�⬚

�� =�⬚

CUASIESTATICO

Area de Muro

40.55 m 0.20 m

8.11 m2

Area de un Piso

Donde:

Lx = 10.69 m

Ly = 6.86 m

Ahueco = 6.67 m2

73.33 6.67

66.7 m2

Entonces, la Densidad muro-area sera:

8.11 0.12 > 0.10

67

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-VIb

Rd = 2.50

Cd = 2.00

Ko = 0.07

(TABLA 1, R-001)

(TABLA 6, R-001)

(TABLA 8, R-001)

EDIFICIO GRUPO:

Tipo de Sistema Estructural

�� = ( ) � ( )

�� = �� ∗ � − (��)

�� = − ( )

�� =

� =( )

( )=

�� = ∑ �� · �

�� =

� = ��

��

CUASIESTATICO

Ct = 0.048

X = 0.75

f) Calculo de periodos de vibracion de la estructura

Para la dirección X-X

0.26 seg

0.31 seg

0.26 seg

Para la direccion Y-Y'

0.32 seg

0.31 seg

0.31 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

(TABLA 9, R-001)

Usar Ty =

Usar Tx =

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

� = 0.6��

� ∗ � + 0.4�� ≤�

� < � ≤��

� >��

�� = � · �

��

�� = (0.07) · (12.00)

10.69=

�� = �� · ��

� = � · �

��

� = (0.07) · (12.55)

6.86=

� = �� · ��

� = (0.09) · (11.2)�.��=

� =��

�

�� =2

3∗ (�� ∗ �)

� = 0.20 ∗��

��

�� = (0.048) · (12.00)�.��=

� = ��

�� =2

3∗ (�� ∗ �)

�� = 5 · ��

CUASIESTATICO

Para direccion X:

Para

0.12 < 0.27 ≤ 0.60

1.24 g

Para direccion Y:

Para

0.12 < 0.32 ≤ 0.60

1.24 g

h) Coeficiente de Corte Basal

Coeficiente basal sera igual para ambas direcciones

ART. 35, CAP. IV

Cb = 0.50 OK

i) Determinacion del peso del edificio

I) Carga permanente por Piso:

MUROS DE BLOQUES CARGAS

DE 0.20 PERMANETES (Wm)

4 17.81 1.92 6.443 27.20 53.37

3 35.62 3.83 6.443 32.88 78.77

2 35.62 3.83 6.443 32.88 78.77

1 43.94 4.61 6.443 32.88 87.87

II) Carga Viva Por Piso:

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

4 66.663 0.1 6.67

3 66.663 0.2 13.33

2 66.663 0.2 13.33

1 66.663 0.2 13.33

III) Coeficiente de reduccion para la carga viva:

0.25

NIVEL CARGA VIVA Ø CARGA VIVA (Ton/mt)

4 6.67 0.25 1.67

3 13.33 0.25 3.33

2 13.33 0.25 3.33

1 13.33 0.25 3.33

VIGAS LOSASNIVEL COLUMNAS

��=(��)+(��)+(��)+(��)

�� =

�� =

�� =

�∗��

��≥ 0.03

� < � ≤ ��

� < � ≤ ��

(∅�∗ ∅��) =

CUASIESTATICO

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

NIVEL PESO CARGA MUERTA PESO CARGA VIVA TOTAL

4 53.37 1.67 55.04

3 78.77 3.33 82.10

2 78.77 3.33 82.10

1 87.87 3.33 91.20

V) Peso total del edificio

310.44 Ton

j) Cortante basal: "V"

Esta sera igual para ambas direcciones

(ART.39, CAP. V)

V = 153.98 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 55.04 12.55 690.74 44.05 44.05

3 82.10 9.70 796.39 50.79 94.85

2 82.10 6.85 562.40 35.87 130.71

1 91.20 4.00 364.81 23.27 153.98

∑ = 2,414.33

5) Determinación del Centro de Masa

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

1 73.33 5.345 391.97 3.43 251.53

2 6.67 5.345 35.65 3.43 22.88

66.66 ∑ = 427.62 ∑ = 274.41

Xcm = 6.41 mts

Ycm = 4.12 mts

V = Cb x W

�=

�� =∑��

∑��

Y�� =∑��

∑��

CUASIESTATICO

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

� =1

∆� ∆� = �ℎ�

3��+

1.2�!

��"

NO

ZONA = I

Ss = 1.55

S1 = 0.75

SITIO = D

Fa = 1.2

Fv = 1.5

SDS = 1.24 g

SD1 = 0.75 g

T0 = 0.12 seg

TS = 0.60 seg

ESPECTRO DE DISEÑO SISMICO DOMINICANO

GRAFICA DE ESPECTRO:

DATOS GENERALES

ACELERACIONES

PERIODOS

CAMPO CERCANO

�� . �� ∗��

�� · ��

��

�∗ � � ∗ ��

��

�∗ � � ∗ ��

0

2

4

6

8

10

12

14

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00

ESPECTRO DOMINICANO

No Periodos (T) aceleracion Sa Sa(g)

1 0.00 4.86576 4.8657600 18.2466

2 0.05 7.8825312 7.8825312 18.2466

3 0.10 10.8993024 10.8993024 18.2466

4 0.15 12.1644 12.1644000 18.2466

5 0.20 12.1644 12.1644000 18.2466

6 0.25 12.1644 12.1644000 18.2466

7 0.30 12.1644 12.1644000 18.2466

8 0.35 12.1644 12.1644000 18.2466

9 0.40 12.1644 12.1644000 18.2466

10 0.45 12.1644 12.1644000 18.2466

11 0.50 12.1644 12.1644000 18.2466

12 0.55 12.1644 12.1644000 18.2466

13 0.60 12.1644 12.1644000 18.2466

14 0.65 11.31923077 11.3192308 16.9788462

15 0.70 10.51071429 10.5107143 15.7660714

16 0.75 9.81 9.8100000 14.715

17 0.80 9.196875 9.1968750 13.7953125

18 0.85 8.655882353 8.6558824 12.9838235

19 0.90 8.175 8.1750000 12.2625

20 0.95 7.744736842 7.7447368 11.6171053

21 1.00 7.3575 7.3575000 11.03625

22 1.05 7.007142857 7.0071429 10.5107143

23 1.10 6.688636364 6.6886364 10.0329545

24 1.15 6.397826087 6.3978261 9.59673913

25 1.20 6.13125 6.1312500 9.196875

26 1.25 5.886 5.8860000 8.829

27 1.30 5.659615385 5.6596154 8.48942308

28 1.35 5.45 5.4500000 8.175

29 1.40 5.255357143 5.2553571 7.88303571

30 1.45 5.074137931 5.0741379 7.6112069

31 1.50 4.905 4.9050000 7.3575

32 1.55 4.746774194 4.7467742 7.12016129

33 1.60 4.5984375 4.5984375 6.89765625

34 1.65 4.459090909 4.4590909 6.68863636

35 1.70 4.327941176 4.3279412 6.49191176

36 1.75 4.204285714 4.2042857 6.30642857

37 1.80 4.0875 4.0875000 6.13125

38 1.85 3.977027027 3.9770270 5.96554054

39 1.90 3.872368421 3.8723684 5.80855263

40 1.95 3.773076923 3.7730769 5.65961538

41 2.00 3.67875 3.6787500 5.518125

42 2.05 3.58902439 3.5890244 5.38353659

43 2.10 3.503571429 3.5035714 5.25535714

44 2.15 3.422093023 3.4220930 5.13313953

45 2.20 3.344318182 3.3443182 5.01647727

46 2.25 3.27 3.2700000 4.905

47 2.30 3.198913043 3.1989130 4.79836957

48 2.35 3.130851064 3.1308511 4.6962766

49 2.40 3.065625 3.0656250 4.5984375

50 2.45 3.003061224 3.0030612 4.50459184

CUASIESTATICO

Muros Lx I A´ K Y YK Vd dy K(dy) K(dy)2 Vt1 Vt2 VMX1 85 1,023,542 1,700 2,088.3 0.00 0.00 2.14 -3.62 -7,560.77 27,373.97 -0.37 -1.00 1.76

MX2 37 84,422 740 176.9 0.00 0.00 0.18 -3.62 -640.62 2,319.39 -0.03 -0.08 0.15

MX3 60 360,000 1,200 746.8 0.00 0.00 0.76 -3.62 -2,703.71 9,788.86 -0.13 -0.36 0.63

MX4 68 524,053 1,360 1,082.0 0.00 0.00 1.11 -3.62 -3,917.31 14,182.73 -0.19 -0.52 0.91

MX5 67 501,272 1,340 1,035.6 0.00 0.00 1.06 -3.62 -3,749.34 13,574.58 -0.18 -0.50 0.87

MX6 60 360,000 1,200 746.8 0.00 0.00 0.76 -3.62 -2,703.71 9,788.86 -0.13 -0.36 0.63

MX7 38 91,453 760 191.6 0.00 0.00 0.20 -3.62 -693.74 2,511.69 -0.03 -0.09 0.16

MX8 85 1,023,542 1,700 2,088.3 0.00 0.00 2.14 -3.62 -7,560.77 27,373.97 -0.37 -1.00 1.76

MX9 274 34,284,707 5,480 53,493.8 3.48 186,158.51 54.72 -0.14 -7,517.24 1,056.36 -0.37 -1.00 54.35

MX10 274 34,284,707 5,480 53,493.8 3.48 186,158.51 54.72 -0.14 -7,517.24 1,056.36 -0.37 -1.00 54.35

MX11 220 17,746,667 4,400 30,512.0 4.58 139,744.83 31.21 0.96 29,275.46 28,089.06 1.44 3.88 35.09

MX12 63 416,745 1,260 863.0 6.76 5,833.98 0.88 3.14 2,709.41 8,506.14 0.13 0.36 1.24

MX13 62 397,213 1,240 823.0 6.76 5,563.76 0.84 3.14 2,583.92 8,112.15 0.13 0.34 1.18

MX14 62 397,213 1,240 823.0 6.76 5,563.76 0.84 3.14 2,583.92 8,112.15 0.13 0.34 1.18

MX15 50 208,333 1,000 434.4 6.76 2,936.29 0.44 3.14 1,363.67 4,281.21 0.07 0.18 0.62

MX16 41 114,868 820 240.4 6.76 1,625.15 0.25 3.14 754.75 2,369.51 0.04 0.10 0.35

MX17 62 397,213 1,240 823.0 6.76 5,563.76 0.84 3.14 2,583.92 8,112.15 0.13 0.34 1.18

MX18 63 416,745 1,260 863.0 6.76 5,833.98 0.88 3.14 2,709.41 8,506.14 0.13 0.36 1.24

150,525.81 544,982.53 185,115.27

Ycr = 3.62 m

Vi 153.98 Ton

SOLICITACIONES EN MUROS X-X' PRIMER NIVEL

CUASIESTATICO

Muros Ly I A´ K X XK Vd dx K(dx) K(dx)2 Vt1 Vt2 VMY1 72 622,080 1,440 1,281 0.00 0 0.79 -5.14 -6,588.94 33,888.97 -1.09 -1.95 -0.30

MY2 96 1,474,560 1,920 2,982 0.00 0 1.84 -5.14 -15,335.27 78,874.06 -2.54 -4.53 -0.70

MY3 133 3,921,062 2,660 7,638 0.00 0 4.71 -5.14 -39,283.03 202,044.82 -6.51 -11.60 -1.79

MY4 25 26,042 500 55 0.00 0 0.03 -5.14 -281.71 1,448.90 -0.05 -0.08 -0.01

MY5 218 17,267,053 4,360 29,787 3.04 90,553 18.38 -2.10 -62,651.45 131,775.46 -10.38 -18.50 8.01

MY6 328 58,812,587 6,560 82,469 4.17 343,895 50.90 -0.97 -80,267.75 78,125.46 -13.29 -23.70 37.61

MY7 201 13,534,335 4,020 24,003 5.34 128,177 14.81 0.20 4,721.19 928.61 0.78 1.39 16.21

MY8 328 58,812,587 6,560 82,469 6.65 548,417 50.90 1.51 124,254.85 187,213.46 20.58 36.69 87.59

MY9 128 3,495,253 2,560 6,847 6.65 45,532 4.23 1.51 10,316.23 15,543.36 1.71 3.05 7.27

MY10 72 622,080 1,440 1,281 10.59 13,567 0.79 5.45 6,977.59 38,004.77 1.16 2.06 2.85

MY11 96 1,474,560 1,920 2,982 10.59 31,575 1.84 5.45 16,239.82 88,453.27 2.69 4.79 6.64

MY12 133 3,921,062 2,660 7,638 10.59 80,883 4.71 5.45 41,600.14 226,583.06 6.89 12.28 17.00

MY13 25 26,042 500 55 10.59 580 0.03 5.45 298.32 1,624.87 0.05 0.09 0.12

249,485.11 1,283,179.44 1,084,509.04

Xcr = 5.14 m

Vi= 153.98 Ton

SOLICITACIONES EN MUROS Y-Y' PRIMER NIVEL

CUASIESTATICO

Xcm= 6.41 m

Xcr= 5.14 m

Ycm= 4.12 m

Ycr= 3.62 m

ex= 1.27 m

ey= 0.50 m

Long X= 10.69 m

Long Y= 6.86 m

eax= 0.53 m

eay= 0.34 m

enx= 2.43 m

e'nx= 1.37 m

eny= 1.09 m

e'ny = 0.41 m

Vi= 153.98 Ton

Mtx = 62.55 Ton-m

M'tx = 168.18 Ton-m

Mty = 210.26 Ton-m

M'ty = 374.87 Ton-m

3-Excentricidad Normativa

4- Momentos Torsores

2-Excentricidad Accidental

1-Excentricidad Geométrica

Primer nivel

CUASIESTATICO


MX2 37 84,422 740 486.2 0.00 0.00 0.19 -3.61 -1,756.49 6,345.87 -0.03 -0.09 0.15

MX3 60 360,000 1,200 2,031.9 0.00 0.00 0.77 -3.61 -7,340.86 26,521.24 -0.15 -0.39 0.63

MX4 68 524,053 1,360 2,931.0 0.00 0.00 1.12 -3.61 -10,589.21 38,256.98 -0.21 -0.57 0.91

MX5 67 501,272 1,340 2,806.9 0.00 0.00 1.07 -3.61 -10,141.00 36,637.67 -0.20 -0.54 0.87

MX6 60 360,000 1,200 2,031.9 0.00 0.00 0.77 -3.61 -7,340.86 26,521.24 -0.15 -0.39 0.63

MX7 38 91,453 760 526.3 0.00 0.00 0.20 -3.61 -1,901.49 6,869.74 -0.04 -0.10 0.16

MX8 85 1,023,542 1,700 5,595.7 0.00 0.00 2.13 -3.61 -20,216.41 73,038.35 -0.40 -1.08 1.73

MX9 274 34,284,707 5,480 118,082.5 3.48 410,927.15 45.01 -0.13 -15,684.27 2,083.26 -0.31 -0.84 44.69

MX10 274 34,284,707 5,480 118,082.5 3.48 410,927.15 45.01 -0.13 -15,684.27 2,083.26 -0.31 -0.84 44.69

MX11 220 17,746,667 4,400 71,527.9 4.58 327,597.76 27.26 0.97 69,180.02 66,909.21 1.38 3.70 30.96

MX12 63 416,745 1,260 2,344.4 6.76 15,848.38 0.89 3.15 7,378.35 23,220.95 0.15 0.39 1.29

MX13 62 397,213 1,240 2,237.0 6.76 15,122.45 0.85 3.15 7,040.38 22,157.32 0.14 0.38 1.23

MX14 62 397,213 1,240 2,237.0 6.76 15,122.45 0.85 3.15 7,040.38 22,157.32 0.14 0.38 1.23

MX15 50 208,333 1,000 1,187.5 6.76 8,027.74 0.45 3.15 3,737.38 11,762.20 0.07 0.20 0.65

MX16 41 114,868 820 659.6 6.76 4,459.20 0.25 3.15 2,076.02 6,533.59 0.04 0.11 0.36

MX17 62 397,213 1,240 2,237.0 6.76 15,122.45 0.85 3.15 7,040.38 22,157.32 0.14 0.38 1.23

MX18 63 416,745 1,260 2,344.4 6.76 15,848.38 0.89 3.15 7,378.35 23,220.95 0.15 0.39 1.29

342,945.82 1,239,003.10 489,514.84

Ycr = 3.61 m

Vi 130.71 Ton

SOLICITACIONES EN MUROS X-X' SEGUNDO NIVEL

CUASIESTATICO


MY2 96 1,474,560 1,920 7,925 0.00 0 1.88 -5.13 -40,645.47 208,464.09 -2.72 -4.84 -0.84

MY3 133 3,921,062 2,660 19,656 0.00 0 4.66 -5.13 -100,813.29 517,055.13 -6.74 -12.01 -2.08

MY4 25 26,042 500 151 0.00 0 0.04 -5.13 -774.44 3,971.98 -0.05 -0.09 -0.02

MY5 218 17,267,053 4,360 69,986 3.04 212,758 16.58 -2.09 -146,189.62 305,366.60 -9.77 -17.42 6.81

MY6 328 58,812,587 6,560 172,059 4.17 717,486 40.77 -0.96 -164,976.94 158,186.35 -11.03 -19.66 29.74

MY7 201 13,534,335 4,020 57,484 5.34 306,967 13.62 0.21 12,138.47 2,563.17 0.81 1.45 15.07

MY8 328 58,812,587 6,560 172,059 6.65 1,144,193 40.77 1.52 261,729.46 398,132.60 17.49 31.19 71.96

MY9 128 3,495,253 2,560 17,705 6.65 117,738 4.19 1.52 26,932.13 40,968.10 1.80 3.21 7.40

MY10 72 622,080 1,440 3,462 10.59 36,664 0.82 5.46 18,907.07 103,254.55 1.26 2.25 3.07

MY11 96 1,474,560 1,920 7,925 10.59 83,925 1.88 5.46 43,279.08 236,354.04 2.89 5.16 7.04

MY12 133 3,921,062 2,660 19,656 10.59 208,159 4.66 5.46 107,345.45 586,230.79 7.18 12.79 17.45

MY13 25 26,042 500 151 10.59 1,599 0.04 5.46 824.62 4,503.38 0.06 0.10 0.13

551,681.88 2,829,487.61 2,656,121.20

Xcr = 5.13 m

Vi 130.71 Ton

SOLICITACIONES EN MUROS Y-Y' SEGUNDO NIVEL

CUASIESTATICO

Xcm= 6.41 m

Xcr= 5.13 m

Ycm= 4.12 m

Ycr= 3.61 m

ex= 1.28 m

ey= 0.51 m

Long X= 10.69 m

Long Y= 6.86 m

eax= 0.53 m

eay= 0.34 m

enx= 2.46 m

e'nx= 1.39 m

eny= 1.10 m

e'ny = 0.42 m

Vi= 130.71 Ton

Mtx = 54.61 Ton-m

M'tx = 144.27 Ton-m

Mty = 181.33 Ton-m

M'ty = 321.06 Ton-m


Segundo nivel



4-Momento Torsor

CUASIESTATICO


MX2 37 84,422 740 486.2 0.00 0.00 0.13 -3.61 -1,756.49 6,345.87 -0.03 -0.09 0.10

MX3 60 360,000 1,200 2,031.9 0.00 0.00 0.56 -3.61 -7,340.86 26,521.24 -0.15 -0.39 0.42

MX4 68 524,053 1,360 2,931.0 0.00 0.00 0.81 -3.61 -10,589.21 38,256.98 -0.21 -0.57 0.60

MX5 67 501,272 1,340 2,806.9 0.00 0.00 0.78 -3.61 -10,141.00 36,637.67 -0.20 -0.54 0.57

MX6 60 360,000 1,200 2,031.9 0.00 0.00 0.56 -3.61 -7,340.86 26,521.24 -0.15 -0.39 0.42

MX7 38 91,453 760 526.3 0.00 0.00 0.15 -3.61 -1,901.49 6,869.74 -0.04 -0.10 0.11

MX8 85 1,023,542 1,700 5,595.7 0.00 0.00 1.55 -3.61 -20,216.41 73,038.35 -0.40 -1.08 1.15

MX9 274 34,284,707 5,480 118,082.5 3.48 410,927.15 32.66 -0.13 -15,684.27 2,083.26 -0.31 -0.84 32.35

MX10 274 34,284,707 5,480 118,082.5 3.48 410,927.15 32.66 -0.13 -15,684.27 2,083.26 -0.31 -0.84 32.35

MX11 220 17,746,667 4,400 71,527.9 4.58 327,597.76 19.78 0.97 69,180.02 66,909.21 1.38 3.70 23.48

MX12 63 416,745 1,260 2,344.4 6.76 15,848.38 0.65 3.15 7,378.35 23,220.95 0.15 0.39 1.04

MX13 62 397,213 1,240 2,237.0 6.76 15,122.45 0.62 3.15 7,040.38 22,157.32 0.14 0.38 1.00

MX14 62 397,213 1,240 2,237.0 6.76 15,122.45 0.62 3.15 7,040.38 22,157.32 0.14 0.38 1.00

MX15 50 208,333 1,000 1,187.5 6.76 8,027.74 0.33 3.15 3,737.38 11,762.20 0.07 0.20 0.53

MX16 41 114,868 820 659.6 6.76 4,459.20 0.18 3.15 2,076.02 6,533.59 0.04 0.11 0.29

MX17 62 397,213 1,240 2,237.0 6.76 15,122.45 0.62 3.15 7,040.38 22,157.32 0.14 0.38 1.00

MX18 63 416,745 1,260 2,344.4 6.76 15,848.38 0.65 3.15 7,378.35 23,220.95 0.15 0.39 1.04

342,945.82 1,239,003.10 489,514.84

Ycr = 3.61 m

Vi = 94.85 Ton

SOLICITACIONES EN MUROS X-X' TERCER NIVEL

CUASIESTATICO


MY2 96 1,474,560 1,920 7,925 0.00 0 1.36 -5.13 -40,645.47 208,464.09 -2.72 -4.84 -1.35

MY3 133 3,921,062 2,660 19,656 0.00 0 3.38 -5.13 -100,813.29 517,055.13 -6.74 -12.01 -3.36

MY4 25 26,042 500 151 0.00 0 0.03 -5.13 -774.44 3,971.98 -0.05 -0.09 -0.03

MY5 218 17,267,053 4,360 69,986 3.04 212,758 12.03 -2.09 -146,189.62 305,366.60 -9.77 -17.42 2.26

MY6 328 58,812,587 6,560 172,059 4.17 717,486 29.58 -0.96 -164,976.94 158,186.35 -11.03 -19.66 18.55

MY7 201 13,534,335 4,020 57,484 5.34 306,967 9.88 0.21 12,138.47 2,563.17 0.81 1.45 11.33

MY8 328 58,812,587 6,560 172,059 6.65 1,144,193 29.58 1.52 261,729.46 398,132.60 17.49 31.19 60.77

MY9 128 3,495,253 2,560 17,705 6.65 117,738 3.04 1.52 26,932.13 40,968.10 1.80 3.21 6.25

MY10 72 622,080 1,440 3,462 10.59 36,664 0.60 5.46 18,907.07 103,254.55 1.26 2.25 2.85

MY11 96 1,474,560 1,920 7,925 10.59 83,925 1.36 5.46 43,279.08 236,354.04 2.89 5.16 6.52

MY12 133 3,921,062 2,660 19,656 10.59 208,159 3.38 5.46 107,345.45 586,230.79 7.18 12.79 16.17

MY13 25 26,042 500 151 10.59 1,599 0.03 5.46 824.62 4,503.38 0.06 0.10 0.12

551,681.88 2,829,487.61 2,656,121.20

Xcr = 5.13 m

Vi = 94.85 Ton

SOLICITACIONES EN MUROS Y-Y' TERCER NIVEL

CUASIESTATICO

Xcm= 6.41 m

Xcr= 5.13 m

Ycm= 4.12 m

Ycr= 3.61 m

ex= 1.28 m

ey= 0.51 m

Long X= 10.69 m

Long Y= 6.86 m

eax= 0.53 m

eay= 0.34 m

enx= 2.46 m

e'nx= 1.39 m

eny= 1.10 m

e'ny = 0.42 m

Tercer nivel

Vi= 94.85 Ton

Mtx = 232.97 Ton-m

M'tx = 131.58 Ton-m

Mty = 104.69 Ton-m

M'ty = 39.62 Ton-m




4-Momento Torsor

CUASIESTATICO


MX2 37 84,422 740 486.2 0.00 0.00 0.06 -3.61 -1,756.49 6,345.87 -0.03 -0.09 0.03

MX3 60 360,000 1,200 2,031.9 0.00 0.00 0.26 -3.61 -7,340.86 26,521.24 -0.15 -0.39 0.12

MX4 68 524,053 1,360 2,931.0 0.00 0.00 0.38 -3.61 -10,589.21 38,256.98 -0.21 -0.57 0.17

MX5 67 501,272 1,340 2,806.9 0.00 0.00 0.36 -3.61 -10,141.00 36,637.67 -0.20 -0.54 0.16

MX6 60 360,000 1,200 2,031.9 0.00 0.00 0.26 -3.61 -7,340.86 26,521.24 -0.15 -0.39 0.12

MX7 38 91,453 760 526.3 0.00 0.00 0.07 -3.61 -1,901.49 6,869.74 -0.04 -0.10 0.03

MX8 85 1,023,542 1,700 5,595.7 0.00 0.00 0.72 -3.61 -20,216.41 73,038.35 -0.40 -1.08 0.32

MX9 274 34,284,707 5,480 118,082.5 3.48 410,927.15 15.17 -0.13 -15,684.27 2,083.26 -0.31 -0.84 14.86

MX10 274 34,284,707 5,480 118,082.5 3.48 410,927.15 15.17 -0.13 -15,684.27 2,083.26 -0.31 -0.84 14.86

MX11 220 17,746,667 4,400 71,527.9 4.58 327,597.76 9.19 0.97 69,180.02 66,909.21 1.38 3.70 12.89

MX12 63 416,745 1,260 2,344.4 6.76 15,848.38 0.30 3.15 7,378.35 23,220.95 0.15 0.39 0.70

MX13 62 397,213 1,240 2,237.0 6.76 15,122.45 0.29 3.15 7,040.38 22,157.32 0.14 0.38 0.66

MX14 62 397,213 1,240 2,237.0 6.76 15,122.45 0.29 3.15 7,040.38 22,157.32 0.14 0.38 0.66

MX15 50 208,333 1,000 1,187.5 6.76 8,027.74 0.15 3.15 3,737.38 11,762.20 0.07 0.20 0.35

MX16 41 114,868 820 659.6 6.76 4,459.20 0.08 3.15 2,076.02 6,533.59 0.04 0.11 0.20

MX17 62 397,213 1,240 2,237.0 6.76 15,122.45 0.29 3.15 7,040.38 22,157.32 0.14 0.38 0.66

MX18 63 416,745 1,260 2,344.4 6.76 15,848.38 0.30 3.15 7,378.35 23,220.95 0.15 0.39 0.70

342,945.82 1,239,003.10 489,514.84

Ycr = 3.61 m

Vi = 44.05 Ton

SOLICITACIONES EN MUROS X-X' CUARTO NIVEL

CUASIESTATICO


MY2 96 1,474,560 1,920 7,925 0.00 0 0.63 -5.13 -40,645.47 208,464.09 -2.72 -4.84 -2.08

MY3 133 3,921,062 2,660 19,656 0.00 0 1.57 -5.13 -100,813.29 517,055.13 -6.74 -12.01 -5.17

MY4 25 26,042 500 151 0.00 0 0.01 -5.13 -774.44 3,971.98 -0.05 -0.09 -0.04

MY5 218 17,267,053 4,360 69,986 3.04 212,758 5.59 -2.09 -146,189.62 305,366.60 -9.77 -17.42 -4.18

MY6 328 58,812,587 6,560 172,059 4.17 717,486 13.74 -0.96 -164,976.94 158,186.35 -11.03 -19.66 2.71

MY7 201 13,534,335 4,020 57,484 5.34 306,967 4.59 0.21 12,138.47 2,563.17 0.81 1.45 6.04

MY8 328 58,812,587 6,560 172,059 6.65 1,144,193 13.74 1.52 261,729.46 398,132.60 17.49 31.19 44.93

MY9 128 3,495,253 2,560 17,705 6.65 117,738 1.41 1.52 26,932.13 40,968.10 1.80 3.21 4.62

MY10 72 622,080 1,440 3,462 10.59 36,664 0.28 5.46 18,907.07 103,254.55 1.26 2.25 2.53

MY11 96 1,474,560 1,920 7,925 10.59 83,925 0.63 5.46 43,279.08 236,354.04 2.89 5.16 5.79

MY12 133 3,921,062 2,660 19,656 10.59 208,159 1.57 5.46 107,345.45 586,230.79 7.18 12.79 14.36

MY13 25 26,042 500 151 10.59 1,599 0.01 5.46 824.62 4,503.38 0.06 0.10 0.11

551,681.88 2,829,487.61 2,656,121.20

Xcr = 5.13 m

Vi = 44.05 Ton

SOLICITACIONES EN MUROS Y-Y' CUARTO NIVEL

CUASIESTATICO

Xcm= 6.41 m

Xcr= 5.13 m

Ycm= 4.12 m

Ycr= 3.61 m

ex= 1.28 m

ey= 0.51 m

Long X= 10.69 m

Long Y= 6.86 m

eax= 0.53 m

eay= 0.34 m

enx= 2.46 m

e'nx= 1.39 m

eny= 1.10 m

e'ny = 0.42 m

Cuarto Nivel

Vi= 44.05 Ton

Mtx = 108.20 Ton-m

M'tx = 61.11 Ton-m

Mty = 48.62 Ton-m

M'ty = 18.40 Ton-m

4-Momento Torsor




proyecto final sismo gabriel

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