This document summarizes the analysis of a 4-level building. It provides calculations of lateral loads, shear forces, and vertical resistance for the X and Y structural elements. The analysis finds that the current configuration does not support 4 levels, so a modified 3-level design will be studied. Key values include: - Total lateral load of 2,307.61 tons - Required vertical resistance of 411.28 tons (Y element) and 426.69 tons (X element) - Allowable shear value of 406.16 tons

1. EJERCICIO METODO SIMPLIFICADO DE EDIFICIO DE 4 NIVELES
B/A = 33.15/32.15 = 1.03---- OK f*m = 15 + 4 = 19 kg/cm2
ex = 0.1 B = 0.1(33.15) = 3.315 m v* = 3kg/cm2
ey= 0.1 A = 0.1(32.15) = 3.215 m FC = 1.1 (sismo) y1.4 (vertical)
C = 0.16
Areade laLosa = 1,039.25 m2
SOLUCION:
CARGAS MUERTAS
CARGA VIVA
Wm Wa
AZOTEA 350 100 70
ENTREPISO 325 170 90
Wmuro = 264 kg/m2 *2.30 m =607.20 kg/ml

2. CARGA LATERAL = (390 + 70)(1039.25) + 3(428 + 90)(1039.25) + 4(607.20)(553.66)=
= 3,075.08 Ton
DENSIDADDE MUROS EN X =
244.42∗0.145
1039.25
= 3.41%
DENSIDADDE MUROS EN X =
224∗0.145
1039.25
= 3.13%
a) Cargas Laterales
Vx = Vy= Cs* WTL = 3,075.08 * 0.16 = 492 Ton
Vu= FC * V = 1.1 * 492 = 541.21 Ton
ANÁLISISPARA ELEJE X
MUROS X Li h/Li FAEi FAEi*Li Ati VRi
1 16.75 0.13731343 1 16.75 2.42875 25501.875
2 5.5 0.41818182 1 5.5 0.7975 8373.75
3 3.65 0.63013699 1 3.65 0.52925 5557.125
4 3.81 0.60367454 1 3.81 0.55245 5800.725
5 2.65 0.86792453 1 2.65 0.38425 4034.625
6 6.1 0.37704918 1 6.1 0.8845 9287.25
7 2.65 0.86792453 1 2.65 0.38425 4034.625
8 6.5 0.35384615 1 6.5 0.9425 9896.25
9 2.5 0.92 1 2.5 0.3625 3806.25
10 9.78 0.23517382 1 9.78 1.4181 14890.05
11 2.5 0.92 1 2.5 0.3625 3806.25
12 5.5 0.41818182 1 5.5 0.7975 8373.75
13 2.65 0.86792453 1 2.65 0.38425 4034.625
14 5.5 0.41818182 1 5.5 0.7975 8373.75
15 6.1 0.37704918 1 6.1 0.8845 9287.25
16 3.65 0.63013699 1 3.65 0.52925 5557.125
17 2.65 0.86792453 1 2.65 0.38425 4034.625
18 3.81 0.60367454 1 3.81 0.55245 5800.725
19 3.65 0.63013699 1 3.65 0.52925 5557.125
20 4.575 0.50273224 1 4.575 0.663375 6965.4375
21 2.58 0.89147287 1 2.58 0.3741 3928.05
22 2.58 0.89147287 1 2.58 0.3741 3928.05
23 16.575 0.1387632 1 16.575 2.403375 25235.4375
1 16.75 0.13731343 1 16.75 2.42875 25501.875
2 5.5 0.41818182 1 5.5 0.7975 8373.75
3 3.65 0.63013699 1 3.65 0.52925 5557.125
4 3.81 0.60367454 1 3.81 0.55245 5800.725

3. 5 2.65 0.86792453 1 2.65 0.38425 4034.625
6 6.1 0.37704918 1 6.1 0.8845 9287.25
7 2.65 0.86792453 1 2.65 0.38425 4034.625
8 6.5 0.35384615 1 6.5 0.9425 9896.25
9 2.5 0.92 1 2.5 0.3625 3806.25
10 9.78 0.23517382 1 9.78 1.4181 14890.05
11 2.5 0.92 1 2.5 0.3625 3806.25
12 5.5 0.41818182 1 5.5 0.7975 8373.75
13 2.65 0.86792453 1 2.65 0.38425 4034.625
14 5.5 0.41818182 1 5.5 0.7975 8373.75
15 6.1 0.37704918 1 6.1 0.8845 9287.25
16 3.65 0.63013699 1 3.65 0.52925 5557.125
17 2.65 0.86792453 1 2.65 0.38425 4034.625
18 3.81 0.60367454 1 3.81 0.55245 5800.725
19 3.65 0.63013699 1 3.65 0.52925 5557.125
20 4.575 0.50273224 1 4.575 0.663375 6965.4375
21 2.58 0.89147287 1 2.58 0.3741 3928.05
22 2.58 0.89147287 1 2.58 0.3741 3928.05
23 16.575 0.1387632 1 16.575 2.403375 25235.4375
24 3.81 0.60367454 1 3.81 0.55245 5800.725
25 5.15 0.44660194 1 5.15 0.74675 7840.875
26 5.15 0.44660194 1 5.15 0.74675 7840.875
27 3.81 0.60367454 1 3.81 0.55245 5800.725
28 3.81 0.60367454 1 3.81 0.55245 5800.725
29 5.15 0.44660194 1 5.15 0.74675 7840.875
30 5.15 0.44660194 1 5.15 0.74675 7840.875
31 3.81 0.60367454 1 3.81 0.55245 5800.725
280.26 VRx = 426695.85 kg
426.69585 TON

4. ANÁLISISPARA ELEJE Y
MUROS X Li h/Li FAEi FAEi*Li Ati VRi
24 32.15 0.07153966 1 32.15 4.66175 48948.375
25 2.65 0.86792453 1 2.65 0.38425 4034.625
26 3.94 0.58375635 1 3.94 0.5713 5998.65
27 1.83 1.2568306 1 1.83 0.26535 2786.175
28 2.89 0.79584775 1 2.89 0.41905 4400.025
29 5.04 0.45634921 1 5.04 0.7308 7673.4
30 1.47 1.56462585 0.72257391 1.06218365 0.15401663 1617.17461
31 1.47 1.56462585 0.72257391 1.06218365 0.15401663 1617.17461
32 5.46 0.42124542 1 5.46 0.7917 8312.85
33 5.46 0.42124542 1 5.46 0.7917 8312.85
34 3.75 0.61333333 1 3.75 0.54375 5709.375
35 7.08 0.32485876 1 7.08 1.0266 10779.3
36 3.75 0.61333333 1 3.75 0.54375 5709.375
37 2.89 0.79584775 1 2.89 0.41905 4400.025
38 1.83 1.2568306 1 1.83 0.26535 2786.175
39 3.94 0.58375635 1 3.94 0.5713 5998.65
40 2.65 0.86792453 1 2.65 0.38425 4034.625
41 5.04 0.45634921 1 5.04 0.7308 7673.4
42 5.31 0.43314501 1 5.31 0.76995 8084.475
43 1.47 1.56462585 0.72257391 1.06218365 0.15401663 1617.17461
44 1.47 1.56462585 0.72257391 1.06218365 0.15401663 1617.17461
45 5.46 0.42124542 1 5.46 0.7917 8312.85
46 5 0.46 1 5 0.725 7612.5
24 32.15 0.07153966 1 32.15 4.66175 48948.375
25 2.65 0.86792453 1 2.65 0.38425 4034.625
26 3.94 0.58375635 1 3.94 0.5713 5998.65
27 1.83 1.2568306 1 1.83 0.26535 2786.175
28 2.89 0.79584775 1 2.89 0.41905 4400.025
29 5.04 0.45634921 1 5.04 0.7308 7673.4
30 1.47 1.56462585 0.72257391 1.06218365 0.15401663 1617.17461
31 1.47 1.56462585 0.72257391 1.06218365 0.15401663 1617.17461
32 5.46 0.42124542 1 5.46 0.7917 8312.85
33 5.46 0.42124542 1 5.46 0.7917 8312.85
34 3.75 0.61333333 1 3.75 0.54375 5709.375
35 7.08 0.32485876 1 7.08 1.0266 10779.3
36 3.75 0.61333333 1 3.75 0.54375 5709.375
37 2.89 0.79584775 1 2.89 0.41905 4400.025
38 1.83 1.2568306 1 1.83 0.26535 2786.175
39 3.94 0.58375635 1 3.94 0.5713 5998.65

5. 40 2.65 0.86792453 1 2.65 0.38425 4034.625
41 5.04 0.45634921 1 5.04 0.7308 7673.4
42 5.31 0.43314501 1 5.31 0.76995 8084.475
43 1.47 1.56462585 0.72257391 1.06218365 0.15401663 1617.17461
44 1.47 1.56462585 0.72257391 1.06218365 0.15401663 1617.17461
45 5.46 0.42124542 1 5.46 0.7917 8312.85
46 5 0.46 1 5 0.725 7612.5
47 6 0.38333333 1 6 0.87 9135
48 6 0.38333333 1 6 0.87 9135
49 5.31 0.43314501 1 5.31 0.76995 8084.475
50 5.31 0.43314501 1 5.31 0.76995 8084.475
51 5.31 0.43314501 1 5.31 0.76995 8084.475
52 5.31 0.43314501 1 5.31 0.76995 8084.475
53 4.04 0.56930693 1 4.04 0.5858 6150.9
54 4.04 0.56930693 1 4.04 0.5858 6150.9
55 4.04 0.56930693 1 4.04 0.5858 6150.9
56 4.04 0.56930693 1 4.04 0.5858 6150.9
273.4 VRy = 411284.297 Kg
411.284297 Ton
Por loque podemosobservarque laconfiguraciónactual del edificionosoportalos4 niveles,
estudiaremospara3 de ellos.
CARGA LATERAL = (390 + 70)(1039.25) + 2(428 + 90)(1039.25) + 3(607.20)(553.66)=
= 2,307.61 Ton
a) Cargas Laterales
Vx = Vy= Cs* WTL = 2,307.61 * 0.16 = 369.21 Ton
Vu= FC * V = 1.1 * 369.21 = 406.16 Ton
VRy = 411.28 Ton > Vu = 406.16 Ton -------- OK
VRx = 426.69 Ton > Vu = 406.16 Ton -------- OK