e-030 edificaciones (tablas) - examen

PREDIMENSIONAMIENTO

DIMENSIONES

Df (m) = 1.2 m (Profundidad Cimentacin) - Zapatas h= 0.4 7 m 7 m 7 mX (m) = 21 m (Distancias total a ejes) c1 c7 c7 c1Y (m) = 17 m (Distancias total a ejes)

H1 (m) = 3.3 m (Altura Piso 1er nivel) 7 mHi (m) = 3.3 m (Altura Piso Tpica) c3 c5 c5 c3

N= 4 (Nmero de pisos)Area Total= 357 m2 5 m

c4 c6 c6 c4OTROS

Esquina : Ax 0 m 5 mBy 0 m

Area 1 - m2 c2 c8 c8 c2Area Techada 1 357.00 m2

C 1E C 1E C 1E C 1EPREDIMENSIONAMIENTO

C 1E C 2C C 2C C 1Eh (m) = 0.70 0.70b (m) = 0.35 0.50h (m) = 0.50 idem C 1E C 2C C 2C C 1Eb (m) = 0.25 idem

C 1E C 1E C 1E C 1EL2 e (m) = 0.28 0.30

TIPO P (kg/m2) Area (m2) f`c (kg/cm2) N a (cm) a=f(hv) a (m)C 1E 1000 24.50 210 4 0.37 0.49 0.50C 2C 1000 35.00 210 4 0.38 0.49 0.50

"Eje x"

"Eje

y"

VIGAS

LOSA ALIGERADA

COLUMNAS

V1

V2

METRADO DE CARGAS

RESUMEN

PISO CM (TON) CV (TON) P (TON) Ps (TON)1 262.26 85.50 348 2842 262.26 85.50 348 2843 262.26 85.50 348 2844 262.26 35.70 298 271

TOTAL 1049.04 292.20 1,341 1,122

PISO 4PESO (ton.)

Losa Aligerada 119.700N P concreto(ton/m3) Lado 1 (m) Lado 2 (m) Altura (m) PESO (ton.)

Columnas 16 2.4 0.50 0.50 2.60 24.960N P concreto(ton/m3) Base (m) Peralte (m) Luz (m) PESO (ton.)

2.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 4.50 3.7802.4 0.50 0.70 4.50 3.7802.4 0.50 0.70 4.50 3.7802.4 0.50 0.70 4.50 3.7802.4 0.50 0.70 4.50 3.7802.4 0.50 0.70 4.50 3.7802.4 0.50 0.70 4.50 3.7802.4 0.50 0.70 4.50 3.7802.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.460

262.260

35.70035.700

VigaLonguitud.

"X"

s/c (ton/m2) rea (m2)Techo 0.1 357.00

CM (ton) =

285.00

VigaTransversal

"Y"

CV (ton) =

Peso (ton/m2) rea (m2)0.42

PISO 3, 2 Y 1PESO (ton.)

Losa Aligerada 119.700N P concreto(ton/m3) Lado 1 (m) Lado 2 (m) Altura (m) PESO (ton.)

Columnas 16 2.4 0.50 0.50 2.60 24.960N P concreto(ton/m3) Base (m) Peralte (m) Luz (m) PESO (ton.)

2.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 4.50 3.7802.4 0.50 0.70 4.50 3.7802.4 0.50 0.70 4.50 3.7802.4 0.50 0.70 4.50 3.7802.4 0.50 0.70 4.50 3.7802.4 0.50 0.70 4.50 3.7802.4 0.50 0.70 4.50 3.7802.4 0.50 0.70 4.50 3.7802.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.4602.4 0.50 0.70 6.50 5.460

262.260

57.00028.50085.500CV (ton) =

Tabiquera movil 0.1 285.00

s/c (ton/m2) rea (m2)Vivienda 0.2 285.00

0.42 285.00

VigaTransversal

"Y"

VigaLonguitud.

"X"

CM (ton) =

Peso (ton/m2) rea (m2)

CLCULO DE CENTRO DE MASAS

CENTRO DE MASAItem Xi Yi Ai Xi x Ai Yi x Ai1 0 0 0.25 0.00 0.00 7 m 7 m 7 m2 7 0 0.25 1.75 0.00 13 14 15 163 14 0 0.25 3.50 0.004 21 0 0.25 5.25 0.00 7 m5 0 5 0.25 0.00 1.25 9 10 11 126 7 5 0.25 1.75 1.257 14 5 0.25 3.50 1.25 5 m8 21 5 0.25 5.25 1.25 5 6 7 89 0 10 0.25 0.00 2.5010 7 10 0.25 1.75 2.50 5 m11 14 10 0.25 3.50 2.5012 21 10 0.25 5.25 2.50 1 2 3 413 0 17 0.25 0.00 4.2514 7 17 0.25 1.75 4.2515 14 17 0.25 3.50 4.2516 21 17 0.25 5.25 4.25

4.00 42.000 32.000

XCG 10.50YCG 8.00 Lx 21

Ly 17SAP XCG 10.50 ex 1.05

YCG 7.50 ey 0.85

XCM 1.05YCM 1.35

"Eje x"

"Eje

y"

Excentricidad Accidental

PERIODO FUNDAMENTAL (T) seg.: 0.377 segAltura del Edificio (hn) desde nivel 0.00: 13.2 m

Coeficiente CT: 35 Prticos sin muros

CLASIFIC. FACTORFACTOR DE ZONA (Z) 3 0.35 Tp TlFACTOR DE SUELO (S) S1 1 0.4 2.5FACTOR DE USO (U) Comunes 1.00FACTOR DE AMPLIFICACION SISMICA ( C ) - 2.50 Ia: 1.00COEFICIENTE DE REDUC. SISMICA ( R ) Prticos 8.00 Ip: 1.00

V = 122.73 TonC/R 0.31 OK!

FUERZA SISMICA POR PISO: Exponente "k" 1PISO Pi (Ton) Hi Pi*Hi^k alfa Fi (Ton)

1 283.64 3.3 936.00 0.10 12.492 283.64 6.6 1871.99 0.20 24.983 283.64 9.9 2807.99 0.31 37.484 271.19 13.2 3579.64 0.39 47.78

TOTAL 1,122.09 9,195.62 122.73

FACTOR DE DESPLAZAMIENTO REAL: REGULAR: 6IRREGULAR: 6.8

VERIFICACION DE DERIVAS:PISO Dx (mm) Deriva Cumple

4 85.41 0.003 Ok3 75.57 0.005 Ok2 58.54 0.007 Ok1 36.06 0.011 Reforzar

PISO Dy (mm) Deriva Cumple4 80.48 0.003 Ok3 71.3 0.005 Ok2 55.55 0.006 Ok1 34.85 0.011 Reforzar

FUERZAS DE DISEO:FUERZA UND SISMO X SISMO Y

N max ton 14.17 20.39V max ton 9.27 9.98M max ton.m 20.41 20.97

ANLISIS SSMICO ESTTICO

Se coloca como factor de escala en la definicinde combinacin de cargas

= P 0.125

ANALISIS DINAMICO = ANALISIS MODAL (T vibracion & %Masa participativa) + ANALISIS ESPECTRAL (N,V,M)

MODO DE VIBRACION: Es la forma como vibra la estructuraPERIODO DE VIBRACION: Tiempo necesario para realizar un ciclo de movimiento.

N DE MODOS > 90% Masa Participativa MIN 3MAX 3 por PISO

X (m) (a)= 21.5Y (m) (b)= 17.5

CALCULO DE MASAS:

PISO P (TON) Ps (TON)MASA

TRASLACIONAL (Ts2/m)

MASAROTACIONAL

(Ts2/m)1 347.76 283.64 28.91 1851.632 347.76 283.64 28.91 1851.633 347.76 283.64 28.91 1851.634 297.96 271.19 27.64 1770.35

TOTAL 1,341.24 1122.09

CALCULO DE ACELERACION ESPECTRAL:

CLASIFIC. FACTORFACTOR DE ZONA (Z) 3 0.35 Tp TlFACTOR DE SUELO (S) S1 1 0.4 2.5FACTOR DE USO (U) Comunes 1.00GRAVEDAD (g) m/s^2 9.81 Ia: 1.00COEFICIENTE DE REDUC. SISMICA ( R ) Prticos 8.00 Ip: 1.00FACTOR DE ESCALA (FE) 0.42919

ANLISIS SSMICO DINMICO

REGULAR

IRREGULAR

TRASLACIONAL (T.s^2/m) ROTACIONAL (T.s^2/m)

Load Case Data "Scale Factor"

= = = = ( + )12= ( + )

= g C

RESPONSE SPECTRUMT(seg) C Sa

0 2.50 1.070.1 2.50 1.070.2 2.50 1.070.3 2.50 1.070.4 2.50 1.070.5 2.00 0.860.6 1.67 0.720.7 1.43 0.610.8 1.25 0.540.9 1.11 0.481 1.00 0.43

1.1 0.91 0.391.2 0.83 0.361.3 0.77 0.331.4 0.71 0.311.5 0.67 0.291.6 0.63 0.271.7 0.59 0.251.8 0.56 0.241.9 0.53 0.232 0.50 0.21

2.1 0.48 0.202.2 0.45 0.202.3 0.43 0.192.4 0.42 0.182.5 0.40 0.172.6 0.37 0.162.7 0.34 0.152.8 0.32 0.142.9 0.30 0.133 0.28 0.12

3.5 0.20 0.094 0.16 0.07

4.5 0.12 0.055 0.10 0.04

5.5 0.08 0.046 0.07 0.03

6.5 0.06 0.037 0.05 0.02

7.5 0.04 0.028 0.04 0.02

8.5 0.03 0.019 0.03 0.01

9.5 0.03 0.0110 0.03 0.01

FACTOR DE DESPLAZAMIENTO REAL: REGULAR: 6IRREGULAR: 6.8

Se coloca como factor de escala en ladefinicin de "Combination Load"

PERIODOS DE MODOS DE VIBRACION:PISO T (seg)

1 0.6182 0.5993 0.4614 0.1965 0.196 0.1467 0.1118 0.1099 0.08410 0.0811 0.07912 0.061

VERIFICACION DE DERIVAS:PISO Dx (mm) Deriva Cumple

4 48.00 0.001 Ok3 43.09 0.003 Ok2 34.08 0.004 Ok1 21.43 0.006 Ok

PISO Dy (mm) Deriva Cumple4 45.9 0.001 Ok3 41.27 0.003 Ok2 32.85 0.004 Ok1 21.04 0.006 Ok

FUERZAS DE DISEO (1):FUERZA UND SISMO X SISMO Y


COMPROBACIONESREGULAR

IRREGULAR

Factor (0.8Ve/Vd) FE1.26 0.5388

FUERZAS DE DISEO (amplificado):FUERZA UND SISMO X SISMO Y


< 0.8 < 0.9 = 0.8 = 0.9

e-030 edificaciones (tablas) - examen

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