proyecto final sismo gabriel
DESCRIPTION
EMM.TRANSCRIPT
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
Muros Lx I A´ K Y YK Vd dy K(dy) K(dy)2 Vt1 Vt2 VMX1 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
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
Muros Ly I A´ K X XK Vd dx K(dx) K(dx)2 Vt1 Vt2 VMY1 72 622,080 1,440 3,462 0.00 0 0.82 -5.13 -17,756.54 91,070.43 -1.19 -2.12 -0.37
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
1-Excentricidad Geométrica
Segundo nivel
2-Excentricidad Accidental
3-Excentricidad Normativa
4-Momento Torsor
CUASIESTATICO
Muros Lx I A´ K Y YK Vd dy K(dy) K(dy)2 Vt1 Vt2 VMX1 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
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
Muros Ly I A´ K X XK Vd dx K(dx) K(dx)2 Vt1 Vt2 VMY1 72 622,080 1,440 3,462 0.00 0 0.60 -5.13 -17,756.54 91,070.43 -1.19 -2.12 -0.59
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
1-Excentricidad Geométrica
2-Excentricidad Accidental
3-Excentricidad Normativa
4-Momento Torsor
CUASIESTATICO
Muros Lx I A´ K Y YK Vd dy K(dy) K(dy)2 Vt1 Vt2 VMX1 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
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
Muros Ly I A´ K X XK Vd dx K(dx) K(dx)2 Vt1 Vt2 VMY1 72 622,080 1,440 3,462 0.00 0 0.28 -5.13 -17,756.54 91,070.43 -1.19 -2.12 -0.91
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
1-Excentricidad Geométrica
2-Excentricidad Accidental
3-Excentricidad Normativa