metrado de carga - muto
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7/23/2019 Metrado de Carga - Muto
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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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