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METRADO DE CARGAS VIVIENDA 3x2 LUCES DE 10 NIVELE

Vigas Secundarias

L1: 3.55

L2: 3.55

LOSA ALIGERADA

VP = 30 * 60

VS = 30 * 40

COLUMNA

C = 30 * 40

VISTA EN PLANTAEjes Secu!"#$%

3.55 3.55

0.40 0.40

5.40 5.40

Ejes

P#$c$&"'es

0.40 0.40

5.60 5.60

0.40 0.40

5.40 5.40

0.40 0.40

3.55 3.55

L"!% M"(%# !e L%s Ejes P#$c$&"'es : 560

L"!% M"(%# !e L%s Ejes Secu!"#$%s : 355

V

S

V

S

V

S

VP VP VP

VP VP VP

VP VP VP

VP VP VP

VP VP VP

VP

0.300.30 0.30

0.300.30 0.30

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VISTA EN ELEVACION

1.00

0.20 0.20

1.275

2.55 2.55

1.275

0.20 0.20

1.275

2.55 2.55

1.275

0.20 0.20

1.275

2.55 2.55

1.275

0.20 0.20

1.275

2.55 2.55

1.275

0.20 0.20

1.275

2.55 2.55

1.275

0.20 0.20

1.275

2.55 2.55

1.275

0.20 0.20

1.275

2.55 2.55

1.275

. .

1.275

2.55 2.55

1.275

0.20 0.20

1.275

2.55 2.55

1.275

0.20 0.20

1.5375

3.0) 3.08

1.5375

V

S

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TA*LAS NORMA E 030

+ = 0.3 Z!"# $ %#&'# 1 (

U = 1 C#%)!+# ,) '# ),+-+C#C+!" $ %#&'# 3 (

S = 1.2 P##)%! ,)' SU)'! $ %#&'# 2 (

S2 = 0., se- P##)%! ,)' SU)'! $ %#&'# 2 (

T P = 0., se- P##)%! ,)' SU)'! $ %#&'# 2 (

R = ) S+S%)#S )S%UC%U#')S $%#&'# 6 (

ACTOR DE AMPLIICACION SISMICA

C

% =/ n #'%U# %!%#'

C % #%. 17.2

% =28.03

35

% = 0.80

REEMPLA+ANDO VALORES TENDREMOS

C =0.6 seg

2.50.80

C = 1.87

POR /UE NO CUMPLE LA CONDICION

C = 2.5

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METRADO DE CARGAS

CARGA MUERTACOLUNMAS:

1) "+V)' 0.30 * 0.40 * 3.01 * 2400.00 * 12.00 *

2d n "+V)' 0.30 * 0.40 * 2.75 * 2400.00 * 12.00 *

10 "+V)' 0.30 * 0.40 * 1.48 * 2400.00 * 12.00 *

V PRINCIPAL:

1) 10 "+V)' 0.30 * 0.60 * 5.40 * 2400.00 * 6.00 *

1) 10 "+V)' 0.30 * 0.60 * 5.60 * 2400.00 * 3.00 *

%!%#' =

V SECUNDARIA:

1) 10 "+V)' 0.30 * 0.40 * 3.55 * 2400.00 * 8.00 *

%!%#' =

LOSA ALIGERADA

P## U" e = 20.00 c

C## 300.00 g2

1) 10 "+V)' 3.55 * 5.55 * 300.00 * 4.00 * 23.64 %n

1) 10 "+V)' 3.55 * 5.70 * 300.00 * 2.00 * 12.14 %n

%!%#' = 35.78 %n

PISO TERMINADO 100 g2

#)# %!%#' 1) n "+V)' 8.00 * 18.00 * 100.00 1000.00 = 14.40 %n

TA*I/UERIA 100 g2

#)# %!%#' 1) n "+V)' 8.00 * 18.00 * 100.00 1000.00 = 14.40 %n

ACA*ADOS 100 g2

#)# %!%#' 1) n "+V)' 8.00 * 18.00 * 100.00 1000.00 = 14.40 %n

CARGA VIVA

VIVIENDA

SC = 400 g2

1) n "+V)' SC = 8.00 * 18.00 * 400.00 * 0.50 = 28.80 %n

59 #r:. 16.3

A+OTEA

SC = 150 g2

SC = 8.00 * 18.00 * 150.00 * 0.25 = 5.40 %n

PARAPETO

SC = 100 g2

SC = $ 8.00 * 18.00 * 2 ( * 100.00 = 5.20 %n

RESUMEN DEL PESO DE LA EDIICACION

,)SC+PC+!" 1) "+V)' 2d "+V)' 3er "+V)' 4: "+V)' 5: "+V)' 6: "+V)'

C!'U"#S 10.41 %n .50 %n .50 %n .50 %n .50 %n .50 %n

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V+# P 21.25 %n 21.25 %n 21.25 %n 21.25 %n 21.25 %n 21.25 %

V+# S 8.18 %n 8.18 %n 8.18 %n 8.18 %n 8.18 %n 8.18 %

'!S# #'+)#,# 35.78 %n 35.78 %n 35.78 %n 35.78 %n 35.78 %n 35.78 %

P+S! %)+"#,! 14.40 %n 14.40 %n 14.40 %n 14.40 %n 14.40 %n 14.40 %

%#&+;U)+# 14.40 %n 14.40 %n 14.40 %n 14.40 %n 14.40 %n 14.40 %

#C#,!S 14.40 %n 14.40 %n 14.40 %n 14.40 %n 14.40 %n 14.40 %

P##P)%!

SC 28.80 %n 28.80 %n 28.80 %n 28.80 %n 28.80 %n 28.80 %P. %!%#' < "+V)' 147.63 %n 146.72 %n 146.72 %n 146.72 %n 146.72 %n 146.72 %

P= 1402.32 %n

REEMPLA+ANDO VALORES

V =ZUCS

P

V = 157.76 %n

NIVELES P$ $ &$ $ &$$su4 &$$ $

10N 80.2 %n 27.3 225.5566 0.1077 16.

6N 146.72 %n 25.18 363.71628 0.1761 27.7

)N 146.72 %n 22.43 320.23188 0.1568 24.7

7N 146.72 %n 1.68 2886.74748 0.1376 21.7

,N 146.72 %n 16.3 2483.26308 0.1184 18.6

5N 146.72 %n 14.18 207.77868 0.01 15.6

8N 146.72 %n 11.43 1676.2428 0.07 12.6

3N 146.72 %n 8.68 1272.8088 0.0607 .5

2N 146.72 %n 5.3 86.32548 0.0414 6.5

1N 147.63 %n 3.18 468.72144 0.0223 3.5

SUMA TOTAL 2080.44544

1,.66 T%

27.77 T%

28.78 T%

21.71 T%

1).,7 T%

15.,8 T%

12.,0 T%

6.57 T%

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METODO DE MUTO

1,.66 T% 9 = 2.41 9 = 2.33 9 =

9c = 1.45 9c = 1.45 9c =

9 = 1.66 9 = 3.26 9 =

" = 0.45 " = 0.62 " =D = 0.66 D = 0. D =

9 = 627.71 9 = 858.26 9 =

27.77 T% ; = 0.38 ; = 0.45 ; =

9c = 1.45 9c = 1.45 9c =

9 = 1.66 9 = 3.26 9 =

" = 0.45 " = 0.62 " =

D = 0.66 D = 0. D =

9 = 836.73 9 = 1144.04 9 =

28.78 T% ; = 0.38 ; = 0.45 ; =

9c = 1.45 9c = 1.45 9c =

9 = 1.66 9 = 3.26 9 =

" = 0.45 " = 0.62 " =

D = 0.66 D = 0. D =

9 = 836.73 9 = 1144.04 9 =21.71 T% ; = 0.38 ; = 0.45 ; =

9c = 1.45 9c = 1.45 9c =

9 = 1.66 9 = 3.26 9 =

" = 0.45 " = 0.62 " =

D = 0.66 D = 0. D =

9 = 836.73 9 = 1144.04 9 =

1).,7 T% ; = 0.38 ; = 0.45 ; =

9c = 1.45 9c = 1.45 9c =

9 = 1.66 9 = 3.26 9 =

" = 0.45 " = 0.62 " =

D = 0.66 D = 0. D =

9 = 836.73 9 = 1144.04 9 =

15.,8 T% ; = 0.38 ; = 0.45 ; =

9c = 1.45 9c = 1.45 9c =9 = 1.66 9 = 3.26 9 =

" = 0.45 " = 0.62 " =

D = 0.66 D = 0. D =

9 = 836.73 9 = 1144.04 9 =

12.,0 T% ; = 0.38 ; = 0.45 ; =

9c = 1.45 9c = 1.45 9c =

9 = 1.66 9 = 3.26 9 =

" = 0.45 " = 0.62 " =

D = 0.66 D = 0. D =

9 = 836.73 9 = 1144.04 9 =

6.57 T% ; = 0.45 ; = 0.5 ; =

9c = 1.45 9c = 1.45 9c =

9 = 1.66 9 = 3.26 9 =

" = 0.45 " = 0.62 " =

D = 0.66 D = 0. D =

9 = 836.73 9 = 1144.04 9 =

,.58 T% ; = 0.48 ; = 0.5 ; =

9c = 1.45 9c = 1.45 9c =

9 = 1.66 9 = 3.26 9 =

" = 0.45 " = 0.62 " =

D = 0.66 D = 0. D =

9 = 836.73 9 = 1144.04 9 =

3.52 T% ; = 0.5 ; = 0.5 ; =

9c = 1.26 9c = 1.26 9c =

9 = 1.2 9 = 3.77 9 =

" = 0.62 " = 0.74 " =

D = 0.78 D = 0.3 D =

9 = 85.21 9 = 1181.44 9 =

; = 0.63 ; = 0.55 ; =

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VP 0.3 0.6 '*?

CALCULO DE LA RIGUIDE+ DE LA COLUMNA

?c+ & < >3

/*? c 3.18 12

/*?

COL 0.3 0.4 & < >3

c 2.75 12

/*?

CALCULO DE 9

?@?

?2. niel 2*?c 1. niel

10 "+V)' = 1.66 3.26 3.26 1.66

n "+V)' = 1.66 3.26 3.26 1.66

8 "+V)' = 1.66 3.26 3.26 1.66

7 "+V)' = 1.66 3.26 3.26 1.666: "+V)' = 1.66 3.26 3.26 1.66

5: "+V)' = 1.66 3.26 3.26 1.66

4: "+V)' = 1.66 3.26 3.26 1.66

3r "+V)' = 1.66 3.26 3.26 1.66

2d "+V)' = 1.66 3.26 3.26 1.66

1r "+V)' = 1.2 3.77 3.77 1.2

a?

a2. niel 2A? 1. niel

10 "+V)' a= 0.45 0.62 0.62 0.45n "+V)' a= 0.45 0.62 0.62 0.45

8 "+V)' a= 0.45 0.62 0.62 0.45

7 "+V)' a= 0.45 0.62 0.62 0.45

6: "+V)' a= 0.45 0.62 0.62 0.45

5: "+V)' a= 0.45 0.62 0.62 0.45

4: "+V)' a= 0.45 0.62 0.62 0.45

3r "+V)' a= 0.45 0.62 0.62 0.45

2d "+V)' a= 0.45 0.62 0.62 0.45

1r "+V)' a= 0.62 0.74 0.74 0.62

CALCULO DE LA RIGUIDE+ LATERAL STANDAR,

12 ) ?

/>2

,1= 52.32 1) "+V)'

,2= 126.42 2d "+V)'

,3= 126.42 3er "+V)'

,4= 126.42 4: "+V)'

,5= 126.42 5: "+V)'

,6= 126.42 6: "+V)'

,7= 126.42 7 "+V)'

,8= 126.42 8 "+V)'

,= 126.42 n "+V)'

,10= 126.42 10 "+V)'

CALCULO DE LA RIGUIDE+ LATERAL RELATIVA, = a < ?c

10 "+V)' ,= 0.66 0.0 0.0 0.66

CALCULO DE "

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CALCULO DE 9? = , < ,

1) "+V)' = 627.71 858.26 858.26 627.71

2d "+V)' = 836.73 1144.04 1144.04 836.73

3er "+V)' = 836.73 1144.04 1144.04 836.73

4: "+V)' = 836.73 1144.04 1144.04 836.735: "+V)' = 836.73 1144.04 1144.04 836.73

6: "+V)' = 836.73 1144.04 1144.04 836.73

7 "+V)' = 836.73 1144.04 1144.04 836.73

8 "+V)' = 836.73 1144.04 1144.04 836.73

n "+V)' = 836.73 1144.04 1144.04 836.73

10 "+V)' = 85.21 1181.44 1181.44 85.21

CALCULO DE LA CORTANTE

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.45 12.3

14.68 20.07

1.27 26.34

23.21 31.73

26.51 36.25

2.17 3.8

31.2 42.65

32.58 44.54

22.85 31.25

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incipales

5.80

5.,0

5.80

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2.5

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"iel

"iel

8 "+V)' n "+V)' 10 "+V)'

.50 %n .50 %n 5.10 %n

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21.25 %n 21.25 %n 21.25 %n

8.18 %n 8.18 %n 8.18 %n

35.78 %n 35.78 %n 35.78 %n

14.40 %n 14.40 %n

14.40 %n 14.40 %n

14.40 %n 14.40 %n

5.20 %n

28.80 %n 28.80 %n 5.40 %n146.72 %n 146.72 %n 80.2 %n

16. %n

44.77 %n

6.51 %n

1.21 %n

10.8 %n

125.52 %n

138.13 %n

147.70 %n

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9c = 1.45

9 = 1.66

" = 0.45D = 0.66

9 = 627.71

; = 0.38

9c = 1.45

9 = 1.66

" = 0.45

D = 0.66

9 = 836.73

; = 0.38

9c = 1.45

9 = 1.66

" = 0.45

D = 0.66

9 = 836.73

; = 0.38

9c = 1.45

9 = 1.66

" = 0.45

D = 0.66

9 = 836.73

; = 0.38

9c = 1.45

9 = 1.66

" = 0.45

D = 0.66

9 = 836.73

; = 0.38

9c = 1.45

9 = 1.66

" = 0.45

D = 0.66

9 = 836.73

; = 0.38

9c = 1.45

9 = 1.66

" = 0.45

D = 0.66

9 = 836.73

; = 0.45

9c = 1.45

9 = 1.66" = 0.45

D = 0.66

9 = 836.73

; = 0.48

9c = 1.45

9 = 1.66

" = 0.45

D = 0.66

9 = 836.73

; = 0.5

9c = 1.26

9 = 1.2

" = 0.62

D = 0.789 = 85.21

; = 0.63

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1.26

1.45

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1 2 3

0.55 0.55 0.55

0.45 0.45 0.450.6 0.55 0.55

0.4 0.45 0.45

0.45 0.5 0.5

0.65 0.6 0.55

0.4 0.45 0.45

0.45 0.45 0.5

0.5 0.5 0.5

0.65 0.55 0.55

0.35 0.4 0.45

0.45 0.45 0.5

0.45 0.5 0.5

0.5 0.5 0.5

0.65 0.6 0.55

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