Analisis Estatico y Dinamico Excel

PREDIMENSIONAMIENTO

* VIGAS

L=

500 cm

EN LA PRACTICA

h= b=

50 cm 25 cm

*LOSA ALIGERADA LUZ (m)

ESPESOR LOSA (cm)

LADRILLO (cm)

4

17

12

5

20

15

6

25

20

7

30

25

L

h

5

20

* COLUMNAS

h

0!20m

C! C"#$%&% ACOL = c! E'*%&%

C1 P'"$+*c*, = Ac,-= Am*=

20000 204!0.1633 1000cm2

NOTA/ *% c,-m% cm-" c, "- %$"% m**m% %$% c,-m% " "' 1000cm2 ,$ -, #%#, -%' m"&*&%' &" c,-m% '"$% % c$*#"$*,  '*"&, "c"'%$*, %$% "- %-*'*' !

C1

C2

C3

 ZAPATAS AISLADAS

=1

/ (∗)



A:%%#%

=0!8 =0!. 9=0!7

Z1

1!5m 1!5m

Z2

2m2m

Z3

1!5m1!5m

Z4

2m2!5m

Z5

1m2m

Z6

2m2m

Z7

1m1m

0!05m 0!15m

ROCA DURA MU; RI
METRADO DE CAR
=

c,-m%'

43!707 T 24!472. T

+*%' #$%'+"$'%-"'

=

11!.. T

+*%' -,*#&*%-"'

=

11!.. T

>

=

81!838. T

CAR
16!26 T P4

=

10.!20 T

PISO 2 3 CAR
=

c,-m%'

43!707 T 24!472. T

+*%' #$%'+"$'%-"'

=

11!.. T

+*%' -,*#&*%-"'

=

11!.. T

>

=

81!838. T

CAR
PISO 1

32!51 T P2

=

124!45 T

P3

=

124!45 T

CAR
=

c,-m%'

43!707 T 31!.... T

+*%' #$%'+"$'%-"'

=

11!.. T

+*%' -,*#&*%-"'

=

11!.. T

>

=

88!355. T

CAR
32!51 T P1

=

131!.7 T

4..!87

ANALISIS SISMICO ESTATICO PERIODO FUNDAMENTAL

=

0!377 '

FACTOR DE AMPLIFICACION SÍSMICA

C,m, "- '"-, "' *#"$m"&*, (S2) '" #"&$ " TP= 0!6 '

TL= 2!0 '

FUERZA CORTANTE EN LA BASE

=/.

=

72!20 T

D,&"/

 R= R0!I0!IP

Z=

0!45

U=

1

C=

2!5

S=

1!05

P=

4..!87

=

D,&"/

.

(P*$%) (?*+*"&%)

T

R0=

.

I0=

1

I0=

1

C,m$,b%m,'/

/=   2.5/

=

0!313

@

FUERZAS SISMICAS POR ALTURA DEL EDIFICIO

C,m, "- "$*,&, &"- "&*c*, T= 0!377 ' "' m",$ " 0!5' "#,c"' "- ","#

(∗!)/

F*= (".!"#2.!2#$.!$#%.!%)

F1=

0!111

F2=

0!210

F3=

0!315

F4=

0!365

D" "'#% m%"$% -% "$:% 'B'm*c% '"$/ 1=

.!02 T

2=

15!14 T

3=

22!71 T

4=

26!33 T

EXCENTRICIDAD ACCIDENTAL:

& &'

=

0!.125 m

=

0!7125 m

CONTROL DE DISTORSIONES DE ENTREPISO PARA SISMO EN "X" y "Y"

SISMO X PARA EL NUDO A

*',

&"'-%:%m*"#,

&*'#,$c*,

4 3 2 1

SISMO X PARA EL NUDO B

*',

&"'-%:%m*"#,

&*'#,$c*,

4 3 2 1

SISMO X PARA EL NUDO C 

*',

&"'-%:%m*"#,

&*'#,$c*,

4 3 2 1

SISMO X PARA EL NUDO D

*',

&"'-%:%m*"#,

&*'#,$c*,

4 3 2 1

DISTORSION DE ENTREPISO EN X 

*',

&*'#,$c*, &"-

&*'#,$c*, &"- &*'#,$c*, &"- &*'#,$c*, &"-

"#$"m, A

"#$"m, 

"#$"m, C

"#$"m, D

4 3 2 1

DISTORSION DE ENTREPISO EN Y 

*',

&*'#,$c*, &"-

&*'#,$c*, &"- &*'#,$c*, &"- &*'#,$c*, &"-

"#$"m, A

"#$"m, 

'*'m, 

'*'m, 

4 3 2 1

FUERZAS INTERNAS MAXIMAS

"$:% *#"$% Nm% ?m% Mm%

"#$"m, C

"#$"m, D

CT =

35

G$Hc,' &" c,c$"#, %$m%&, G$Hc,' &" %c"$,

CT =

40

G$Hc,'  m$,' G$Hc,' %$$*,'#$%&,' &" %c"$,

CT =

60

%-b%J*-"$*% m$,' &" &cH+*-*&%&

TP @ T @ T L 0!6 @ 0!377 @2!0 C=2!5

0!125

O9

" =1!0! Ah,$% &"#"$m*%m,' "- %c#,$ F*/

SISMO Y PARA EL NUDO A

*',

&"'-%:%m*" &*'#,$c*,

4 3 2 1

SISMO Y PARA EL NUDO B

*',

&"'-%:%m*" &*'#,$c*,

4 3 2 1

SISMO Y PARA EL NUDO C 

*',

&"'-%:%m*" &*'#,$c*,

4 3 2 1

SISMO Y PARA EL NUDO D

*', 4 3 2 1

&*'#,$c*, &"

cm-"

&"'-%:%m*" &*'#,$c*,

"#$"*',

&*'#,$c*, &" "#$"*',

cm-"