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CONFIGURACIÓN Y DISEÑO SÍSMICO
MARTINEZ ROSAS FRANCISCOROJAS MACHORRO RAYMUNDOROMERO TAMARIZ EVELYNVALLE RODRIGUEZ ALEJANDRA
PLANO ARQUITECTÓNICO
sube
Área privativa
Cocina
Baño
Comedor
Sala
Recámara Recámara
Recámara Recámara
Baño
Área privativa
Cocina
Comedor
Sala
Área privativa
Cocina
Baño
Comedor
Sala
RecámaraRecámara
RecámaraRecámara
Área privativa
Cocina
Comedor
Sala
Baño
Depto. 4 Depto. 3 Depto. 3 Depto. 4
2.03 1.65 3.45 3.40 2.70 2.20 2.20 2.70 3.40 3.45 1.65 2.03
7.13 8.30 8.30 7.13
4.09
2.80
1.20
0.75
2.15
2.90
4.00
4.08
10.98
3.68 3.45 3.40 3.50 2.80 3.50 3.40 3.45 3.68
30.86
A B C D E F H
I
J K L M
A C D E G K L M
N O
O
1
2
3
4
5
6
Planta baja
1.40 1.521.401.82
0.58
1.00
0.90
1.00 0.85
1.45
0.30
0.90
2.17
0.82
0.75
0.20
0.90 0.10
0.80
0.70
0.20
0.85
0.89
0.15
0.90
0.85 0.90
0.90
Pasillo
1
2
34 5
6 7
8
9
10
11
12
13
14
15
17 16 18
21
22 24
20
19 23 26 30 31 32
25 28 29
36
37
353433
27
38
39
40
41
42
43
45
46
44
47
49
4850
54
53
52
51
55
56
57
58
59
60
PLANO DE ACABADOS
sube
Área privativa
Baño
Comedor
Sala
Recámara Recámara
Recámara Recámara
Baño
Área privativa
Cocina
Comedor
Sala
Área privativa
Cocina
Baño
Comedor
Sala
RecámaraRecámara
RecámaraRecámara
Área privativa
Cocina
Comedor
Sala
Baño
Depto. 4 Depto. 3 Depto. 3 Depto. 4
2.03 1.65 3.45 3.40 2.70 2.20 2.20 2.70 3.40 3.45 1.65 2.03
7.13 8.30 8.30 7.13
4.09
2.80
1.20
0.75
2.15
2.90
4.00
4.08
10.98
3.68 3.45 3.40 3.50 2.80 3.50 3.40 3.45 3.68
30.86
A B C D E F H
I
J K L M
A C D E G K L M
N O
O
1
2
3
4
5
6
Planta baja
1.40 1.521.401.82
0.58
1.00
0.90
1.00 0.85
1.45
0.30
0.90
2.17
0.82
0.75
0.20
0.90 0.10
0.80
0.70
0.20
0.85
0.89
0.15
0.90
0.85 0.90
0.90
Pasillo
1
2
34 5
6 7
8
9
10
11
12
13
14
15
17 16 18
21
22 24
20
19 23 26 30 31 32
25 28 29
36
37
353433
27
38
39
40
41
42
43
45
46
44
47
49
4850
54
53
52
51
55
56
57
58
59
60
Piso de mosaico
Yeso en plafón
Yeso en aplanado de muros
Piso de mosaico
Yeso en plafón
Yeso en aplanado de muros
ACABADOS
Análisis de cargas en base a los acabados propuestos
PESO DEL MURO
kg/m2
muro de tabique rojo 210 yeso aplanado interior 23 mezcla de cal-arena 36
269
PM 672.5 kg/ml
PLANTA TIPO
carga muerta kg/m2
piso de mosaico terrazo 45
mortero de colación 50
losa de concreto reforzado 240
yeso en plafón 23
358
WD= carga viva+carga muerta
WD=170 kg/m2+358 kg/m2
carga adicional= 40
WD= 568 kg/m2
PLANTA AZOTEA
carga muerta kg/m2 tabique 0.0215m (1.5 ton/m3)= 32.25
cemento-arena 0.03 m (2 ton/m3)= 60
terreado tepetate ligero 0.03m (1 ton/m3)= 30
losa de concreto reforzado 0.10m (2.4 ton/m3)= 240
yeso de plafón 0.015m (1.5 ton/m3)= 22.5 384.75
WD= carga viva+carga muerta WD= 100kg/m2+384.75
WD= 484.75 kg/m2
CARGA VERTICALESPACIO LARGO ANCHO AREA W de diseño W PARA MURO CORTO W PARA MURO LARGOCOCINA 4.1 2.03 8.323 32285.28175 21846.37398 60448.8092BAÑO 1.95 1.42 2.769 97042.39798 45933.40171 23105.33285SALA-
COMEDOR6.89 3.68 25.3552 10597.84186 13000.01935 18029.41492
RECAMARA1 4 3.45 13.8 19471.76812 22392.53333 9909.296751RECAMARA2 4 3.4 13.6 19758.11765 22392.53333 10016.78968RECAMARA3 4.08 3.45 14.076 19089.96874 21953.46405 8983.514702RECAMARA4 4.08 3.4 13.872 19370.70358 21953.46405 9115.625212
BAÑO 2.7 1.95 5.265 51037.11301 33174.12346 16060.62997COCINA 4.1 2.2 9.02 29790.50998 21846.37398 13895.45972
COMEDOR 6.88 4.9 28 9596.8 15674.77333 7485.939229
ESPACIO LARGO ANCHO AREA W de diseño W PARA MURO CORTO W PARA MURO LARGOCOCINA 4.1 2.03 8.323 124.137931 84 232.4275862BAÑO 1.95 1.42 2.769 373.1310943 176.6153846 88.84073673SALA-
COMEDOR6.89 3.68 25.3552 40.74903767 49.98548621 69.3236715
RECAMARA1 4 3.45 13.8 74.86956522 86.1 38.10155991RECAMARA2 4 3.4 13.6 75.97058824 86.1 38.51487363RECAMARA3 4.08 3.45 14.076 73.40153453 84.41176471 34.5418986RECAMARA4 4.08 3.4 13.872 74.48096886 84.41176471 35.0498677
BAÑO 2.7 1.95 5.265 196.2393162 127.5555556 61.75363098COCINA 4.1 2.2 9.02 114.5454545 84 53.42848278
COMEDOR 6.88 4.9 28 36.9 60.27 28.78367347
Revisión de los requisitos solicitados por el “Método Simplificado de Diseño”
La relación entre longitud y ancho de la planta del edificio no debe exceder de 2
30.86/10.98=2.81 > 2
NO CUMPLE
La relación entre la altura y la dimensión mínima de base del edificio no debe exceder de 1.5
13.50/10.98=1.22<1.5
SI CUMPLE
La altura del edificio no debe ser mayor de 13 metros
2.7*5=13.5 >13 NO CUMPLE
CENTRO DE MASAELEMENTO W(TON) X(M) Y(M) WX(T,M) WY(T,M)
LOSA 191.936 15.430 5.603 2961.572 1075.373
MURO 1 2.774 2.100 10.980 5.826 30.459
2 0.555 2.442 8.830 1.355 4.899
3 0.639 2.225 6.880 1.421 4.395
4 0.521 0.425 6.880 0.222 3.586
5 0.118 3.680 6.880 0.433 0.810
6 0.185 0.175 0.000 0.032 0.000
7 1.163 3.885 0.000 4.520 0.000
8 1.093 4.530 8.080 4.950 8.830
9 4.607 7.105 4.080 32.730 18.795
10 0.504 7.205 8.080 3.634 4.075
11 1.379 7.255 0.000 10.002 0.000
12 1.093 9.680 8.080 10.578 8.830
13 1.096 10.419 0.000 11.414 0.000
14 7.229 15.430 10.980 111.549 79.379
15 1.295 12.225 8.830 15.826 11.431
16 1.244 12.529 6.880 15.588 8.560
17 0.151 10.527 6.880 1.593 1.041
18 1.446 15.430 6.880 22.310 9.948
19 0.151 13.917 0.000 2.106 0.000
20 1.883 15.430 4.080 29.055 7.683
21 1.295 18.590 8.830 24.066 11.431
22 1.244 18.330 6.880 22.805 8.560
23 0.151 16.942 0.000 2.564 0.000
24 0.151 20.217 6.880 3.059 1.041
25 1.093 21.142 8.080 23.104 8.830
26 1.096 20.440 0.000 22.392 0.000
27 4.607 23.680 4.080 109.085 18.795
28 0.504 23.680 8.080 11.944 4.075
29 1.093 26.367 8.080 28.814 8.830
30 1.379 23.680 0.000 32.646 0.000
31 1.163 26.969 0.000 31.358 0.000
32 0.185 30.646 0.000 5.668 0.000
33 0.118 27.267 6.880 3.209 0.810
34 0.639 28.630 6.880 18.291 4.395
35 0.525 30.395 6.880 15.944 3.609
36 0.555 28.417 8.830 15.766 4.899
37 2.777 28.720 10.980 79.768 30.496
38 7.283 30.785 5.490 224.213 39.985
39 1.261 28.830 7.817 36.353 9.857
40 1.933 27.180 6.605 52.551 12.770
41 0.303 27.180 4.080 8.225 1.235
42 1.937 27.180 1.477 52.642 2.861
43 5.383 23.730 4.040 127.747 21.749
44 1.933 20.330 6.605 39.307 12.770
45 0.303 20.330 4.080 6.152 1.235
46 1.937 20.330 1.477 39.375 2.861
47 1.260 17.630 7.817 22.218 9.851
48 2.690 16.830 2.038 45.273 5.482
49 4.591 15.430 7.491 70.842 34.392
50 2.690 14.030 2.038 37.741 5.482
51 1.260 13.230 7.817 16.673 9.851
52 1.933 10.530 6.605 20.359 12.770
53 0.303 10.530 4.080 3.187 1.235
54 1.937 10.530 1.477 20.395 2.861
55 5.380 7.129 4.040 38.354 21.735
56 1.933 3.680 6.605 7.115 12.770
57 0.303 3.680 4.080 1.114 1.235
58 1.937 3.680 1.477 7.127 2.861
59 1.311 2.030 7.817 2.662 10.251
60 7.283 0.000 5.490 0.000 39.985
296.720 4576.822 1659.948
X=15.4247401
m
Ӯ=5.59433118
m
AREA X Y AX AY
338.842 15.43 5.49 5228.33206 1860.24258
10.606 15.43 2 163.65058 21.212
328.236 5064.68148 1839.03058
X= 15.43
Ӯ= 5.60276929
CENTRO DE TORSIÓN
MURO AT H/L FAE AT FAE
1 0.620 0.605 1.000 0.620
2 0.124 3.030 0.144 0.018
3 0.142 2.634 0.191 0.027
4 0.117 3.205 0.129 0.015
5 0.026 14.286 0.006 0.000
6 0.041 9.091 0.016 0.001
7 0.259 1.446 0.636 0.165
8 0.244 1.538 0.561 0.137
9 1.028 0.365 1.000 1.028
10 0.113 3.333 0.119 0.013
11 0.308 1.220 1.000 0.308
12 0.244 1.538 0.561 0.137
13 0.244 1.535 0.564 0.138
14 1.613 0.233 1.000 1.613
15 0.289 1.299 1.000 0.289
16 0.278 1.351 0.728 0.202
17 0.034 11.013 0.010 0.000
18 0.323 1.163 1.000 0.323
19 0.034 11.161 0.010 0.000
20 0.434 0.865 1.000 0.434
21 0.289 1.299 1.000 0.289
22 0.278 1.351 0.728 0.202
23 0.034 11.161 0.010 0.000
24 0.034 11.013 0.010 0.000
25 0.244 1.538 0.561 0.137
26 0.244 1.535 0.564 0.138
27 1.028 0.365 1.000 1.028
28 0.113 3.333 0.119 0.013
29 0.244 1.538 0.830 0.202
30 0.308 1.220 1.000 0.308
31 0.259 1.446 0.636 0.165
32 0.041 9.091 0.016 0.001
33 0.026 14.286 0.006 0.000
34 0.142 2.634 0.191 0.027
35 0.117 3.205 0.129 0.015
36 0.124 3.030 0.144 0.018
37 0.620 0.605 1.000 0.620
38 1.647 0.228 1.000 1.647
39 0.281 1.337 1.000 0.281
40 0.431 0.871 1.000 0.431
41 0.068 5.556 0.043 0.003
42 0.432 0.868 1.000 0.432
43 1.200 0.313 1.000 1.200
44 0.431 0.871 1.000 0.431
45 0.068 5.556 0.043 0.003
46 0.432 0.868 1.000 0.432
47 0.281 1.337 1.000 0.281
48 0.600 0.625 1.000 0.600
49 1.023 0.367 1.000 1.023
50 0.600 0.625 1.000 0.600
51 0.281 1.337 1.000 0.281
52 0.431 0.871 1.000 0.431
53 0.068 5.556 0.043 0.003
54 0.432 0.868 1.000 0.432
55 1.200 0.605 1.000 1.200
56 0.431 0.871 1.000 0.431
57 0.068 5.556 0.043 0.003
58 0.432 0.868 1.000 0.432
59 0.281 1.337 1.000 0.281
60 1.647 0.228 1.000 1.647
ex=-0.024435
12.759 -0.00191512
ey=-2.53620810.654 -0.23805107
Cortante actuante
W H
NIVEL PESO(T) ALTURA (m) WH (Tm) F (Ton) V (Ton) Vu (Ton)
5 211.502 12.500 2643.780 65.999 65.999 72.599
4 291.222 10.000 2912.216 72.700 138.699 152.569
3 291.222 7.500 2184.162 54.525 193.225 212.547
2 291.222 5.000 1456.108 36.350 229.575 252.532
1 291.222 2.500 728.054 18.175 247.750 272.525
1376.389 9924.320
W3=291.222 T
W2=291.222 T
W1=291.222 T
W4=291.222 T
W5=211.502 TF5
F2
F3
F4
F1
V5=F5
V4=F5+F4
V3=F5+F4+F3
V2=F5+F4+F3+F2
V1=F5+F4+F3+F2+F1
Cortante resistente
VMR= FR(∑AT FAE)(0.5V*m+0.3fa)
Fr= 07
∑AT FAE (x) 8.62722045 86272.2045
∑AT FAE (y) 12.50061 125006.1
V*m3.0 kg/cm2
fa5= 0.905
fa4= 2.151
fa3= 3.397
fa2= 4.643
fa1= 5.889
72.599
72.599152.569
152.569212.547
212.547252.532
252.532
272.525
272.525
197.279
285.852
174.704
253.142
152.130
220.432
129.555
187.722
106.980
155.012
VMR=(1(x))= 197279.614
VMR=(1(y))= 285852.846
VMR=(2(x))= 174704.933
VMR=(2(y))= 253142.74
VMR=(3(x))= 152130.251
VMR=(3(y))= 220432.635
VMR=(4(x))= 129555.569
VMR=(4(y))= 187722.529
VMR=(5(x))= 106980.887
VMR=(5(y))= 155012.423
CONCLUSIÓN
en el eje X (4 plantas), el cortante resistente es insuficiente VMR<VACT
SOLUCIÓN
Colocar acero de refuerzo horizontal
Vs= Fr ƞ ph Fyh AT
Fr= 0.7
ƞ= 0.6(p=0.001)
Fyh= 6000kg/cm2
AT= 15581.2 233718
VS= 588969.36 588.96936
