Analisis Sismo Resistente

*Calculando Coeficiente Basal

Cb=U.Sa/Rd≥0.03

U=1.50

Sa=o.6 Sds/Tο (T) + 0.4 Sds T≤ Tο

Sa=Sds Tο≤T≤Ts

Sa=Sdı/T T≥Ts

Sds=2/3 Fa * Ss

Sd1=2/3 Fv * Sı

Fa= 0.8 -------› Ss= 0.60

Fv= 0.8 -------› Sı= 0.40

Sds=2/3 Fa * Ss ---› 2/3 (0.80) * 0.60= 0.32

Sd1=2/3 Fv * Sı ---› 2/3 (0.80) * 0.40= 0.213

Tο= 0.2 Sdı/Sds = 0.2= 0.213/0.32 = 0.133 seg

Ts= 5*Tο = 5 * 0.133 = 0.665 seg

T= Kο*H/√Ds

Kο= 0.13 (Pórticos Ordinarios de Hormigón Armado)

H= 11.30

Dx= 37.80

Dy= 27.00

Tx= 0.13*11.30/√37.80 = 0.238 seg

Ty= 0.13*11.30/√27.00 = 0.283 seg

Tο ≤ Tx ≤ Ts -------› Sa=Sds= 0.32

Tο ≤ Ty ≤ Ts -------› Sa=Sds= 0.32

Cb=U.Sa/Rd≥0.03

Cbx= 1.50 * 0.32 / 2.5 = 0.192

Cby= 1.50 * 0.32 / 2.5 = 0.192

*Calculando Corte Basal

V= Cb * W

** Encontrando W (Peso de la Estructura):

I. Peso de la Losa

A) Carga Muerta del Techo:

1) Peso de la losa =2.4 ton/m³ * 0.12m =0.288 Ton/m²

2) Impermeabilizante o fino= 1.8Ton/m³ * 0.05m =0.09 Ton/m²

3) Pañete= 2 Ton/m² * 0.02 =0.04 Ton/m² Σ= 0.418 Ton/m²

B) Carga Viva del Techo= 0.10 Ton/m²

WL= (Al – Av) Wcmt

= [(37.80 * 27.00) - [(6.50 * 8.70 * 2) + (8.70 * 11.50 * 2) + (7 * 4)]] * 0.418

= [(1020.60 m²) – (113.10 m² + 200.10 m² + 28.00 m²)] * 0.418 ton/m²

= (679.989 m²) * 0.418 ton/m² = 283.989 Ton

II. Peso del Entrepiso

C) Carga Muerta del entrepiso:

1) Peso entrepiso = 2.4 ton/m³ * 0.14m = 0.288 Ton/m²

2) Peso del Mortero = 1.8ton/m³ * 0.05m =0.09 Ton/m²

3) Peso del pañete=2 Ton/m² * 0.02 =0.04 Ton/m²

4) Peso del Granito = 2.3 ton/m³ * 0.03 =0.069 Ton/m²

5) Peso de la pandereta =0.100Ton/m²

Σ= 0.635 Ton/m²

D) Carga Viva del Entrepiso= 0.25 Ton/m²

WE= (Al – Av) Wcmt

= (679.989 m²) * 0.635 ton/m² = 431.419 Ton

Tabla No. 3

Peso de la Losa

Peso de la Losa

Nivel WCM

(Ton) WCV

(Ton) Ф Área

(M²) AФWCV

(Ton/m²) Wt

(Ton/m²)

4 0.418 0.10 0.10 679.40 6.794 283.989

3 0.635 0.25 0.25 679.40 33.97 431.419

2 0.635 0.25 0.25 679.40 33.97 431.419

1 0.635 0.25 0.25 679.40 33.97 431.419

III. Peso de la Viga

Wv= (Lx – Ly) *Aviga * γc

Lx(v 1-4)= 19.00 * 2 = 38.00 m

Lx (v 2-3)= (8.00 + 19.00 + 8.00) * 2 = 70.00 m

Lx= (38.00 + 70.00) = 108 m

Ly (v 1-4)= 8.00 * 2= 16.00 m

Ly (v 2-3)= (6.00 + 8.00 + 11.00) * 2 = 50.00 m

Ly= (16.00 + 50.00) = 66.00 m

Aviga = 0.45 m * 0.50 m

= 0.225 m²

γc = 2.4 ton/m³

Wv= (108.00 + 66.00)m * 0.225 m² * 2.4 ton/m³

= 93.96 ton

Tabla No. 5

Peso de la Viga

Peso de la viga

Nivel b

(M) h

(M) A viga

(M²) Lx

(M) LY

(M) γc

(ton/m³) WV

(ton)

4 0.45 0.5o 0.225 108.00 66.00 2.4 93.96

3 0.45 0.5o 0.225 108.00 66.00 2.4 93.96

2 0.45 0.5o 0.225 108.00 66.00 2.4 93.96

1 0.45 0.50 0.225 108.00 66.00 2.4 93.96

IV. Peso de la Columna

Wc= Acol * h/2 * Nο. Col * γc

Acol= 0.50 m * 0.70 m = 0.350 m²

γc = 2.4 ton/m³

Nο. Col= 12

Wcp4= 0.350 m² * (2.6 m / 2) * 2.4 ton/m³ * 12 = 13.103 t0n

Wcp3= 0.350 m² * (2.6/2 + 2.6/2)m * 2.4 ton/m³ * 12 = 26.208 ton

Wcp2= 0.350 m² * (2.6/2 + 2.6/2)m * 2.4 ton/m³ * 12 = 26.208 ton

Wcp1= 0.350 m² * (2.6/2 + 3.5/2)m * 2.4 ton/m³ * 12 = 30.744 ton

Tabla No. 6

Peso de la Columna

Peso de la Columna

Nivel b

(M) t

(M) A Col

(M²) N° h

(M) γ

(ton/m³) WC

(ton)

4 0.70 0.50 0.350 12 2.60 2.4 13.104

3 0.70 0.50 0.350 12 2.60 2.4 26.208

2 0.70 0.50 0.350 12 2.60 2.4 26.208

1 0.70 0.50 0.350 12 3.50 2.4 30.744

 Peso de la Edificación

Tabla No. 6

Peso de la Edificación

Peso de la Edificación

Nivel WV

(Ton) WC

(Ton) W losa (Ton) WT

(Ton)

4 93.96 13.104 283.989 391.053

3 93.96 26.208 431.419 551.587

2 93.96 26.208 431.419 551.587

1 93.96 30.744 431.419 551.587

ΣWT = 2050.35

V= Cb * W

Vx = (0.192) * (2050.35 ton) = 393.667 ton

Vy = (0.192) * (2050.35 ton) = 393.667 ton

*Calculando Fuerza Sísmica

Fi= (V – Ft) * WiHi / Σ WiHi

Ft= 0.07 Vt -----› Si T<0.7 -----› Ft=0

Tx= 0.238 seg

<0.7 -----› Ft = 0

Ty= 0.283 seg

1) W1H1= 391.053 ton * 11.30 m = 4418.898 Tn*m

2) W2H2= 551.587 ton * 8.7 m = 4798.806 Tn*m

3) W3H3= 551.587 ton * 6.1 m = 3364.680 Tn*m

4) W4H4 = 556.123 ton * 3.5m = 1946.430 Tn*m

Σ = 14528.814 Tn*m

Fx4/Fy4 = (393.667 – 0) * 4418.898 / 14528.814 = 119.732 ton

Fx3/Fy3 = (393.667 – 0) * 4798.806 / 14528.814 = 130.026 ton

Fx2/Fy2 = (393.667 – 0) * 3364.680 /14528.814 = 91.168 ton

Fx1/Fy1 = (393.667 – 0) * 1946.814 /14528.814 = 52.739 ton

Tabla No. 7

Fuerza Sísmica

Fuerza Sísmica

Dirección en X-X Dirección en Y-Y

Nivel Wi

(ton) Hi

(m) WiHi

(ton*m) FX

(ton) VX

(ton) FY

(ton) VY

(ton)

4 391.053 11.30 4418.898 119.732 119.732 119.732 119.732

3 551.587 8.70 4798.806 130.026 249.798 130.026 249.798

2 551.587 6.10 3364.680 91.168 340.966 91.168 340.966

1 551.587 3.50 1946.430 52.739 393.705 52.739 393.705

...