Analisis Sismo Resistente
Nicauri645822 de Junio de 2014
1.761 Palabras (8 Páginas)310 Visitas
*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
ΣWCT= 14528.814
*Calculando Rigidez Por Piso Dirección X-X
I. Rigidez En La Columna X-X
bc = 0.70 m
t = 0.50 m
No. Col = 12
Icol = b*h / 12 = (0.70m)*(0.50m)³/12= 0.00729 m²
Kc4= (o.00729 m² / 2.60 m)*12= 0.0336
Kc3= (o.00729 m² / 2.60 m)*12= 0.0336
Kc2= (o.00729 m² / 2.60 m)*12= 0.0336
Kc1 = (o.00729 m² / 3.50 m)*12= 0.02496
Tabla No. 8
Rigidez de la columna en X-X
Rigidez en la Columna
Nivel bc t Icx N° ΣKC
4 0.70 0.50 0.00729 12 0.0336
3 0.70 0.50 0.00729 12 0.0336
2 0.70 0.50 0.00729 12 0.0336
1 0.70 0.50 0.00729 12 0∙02496
II. Rigidez En La Viga X-X
b = 0.45 m
h = 0.50 m
Iviga = b*h / 12 = (0.45m)*(0.50m)³/12= 0.00468 m²
Kv(a-b)= (o.00468 m² / 8.70 m)*2= 0.000538
Kv(b-c)= (o.00468 m² / 19.70 m)*4= 0.000237
Kv(c-d)= (o.00468 m² / 8.70 m)*2= 0.000538
ΣKv= (0.000538 + 0.000237 + 0.000538) = 0.0031
Tabla No. 9
Rigidez de la Viga en X-X
Nivel b h L(a-b) L(b-c) L(c-d) Iv K(a-b) K(b-c) K(c-d)
4
0.45 0.50 8.70 19.70 8.70 0.00468 0.001076 0.000948 0.001076
3
0.45 0.50 8.70 19.70 8.70 0.00468 0.001076 0.000948 0.001076
2
0.45 0.50 8.70 19.70 8.70 0.00468 0.001076 0.000948 0.001076
1
0.45 0.50 8.70 19.70 8.70 0.00468 0.001076 0.000948 0.001076
III. Rigidez Por Piso X-X
E= 15100 √f`c *10 -----› 15100 √210 * 10 = 2188197.89
48E= 48*2188197.89 = 105033498.70
Piso 1:
K1 = 48E ⁄ h1[(4h1 ⁄ ΣKC1)+(h1+h2 ⁄ ΣV1+ΣKC1⁄ 12)]
4h1 ⁄ ΣKC1= 4(3.50)/0.02496= 560.897
h1+h2 ⁄ ΣV1+ΣKC1= (3.50 + 2.60) / 0.0059 = 1033.898
K1 = 105033498.70 / (3.50)*(1594.795)
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