ANALISIS_ESTATICO SISMICA

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PREDIMENSIONAMIENTO

1ERO LOSAS

Ln Espesor Entre A y B 6.40 0.26

0.25Entre B y C 5.50 0.22

Entre C y D 6.00 0.24

Entre D y E 6.40 0.26

2DO VIGAS

Ln h bEntre A y B 6.40 0.60 0.30

Entre B y C 5.50 0.60 0.30

Entre C y D 6.00 0.60 0.30

Entre D y E 6.40 0.60 0.30

Seccion Repetitiva

VP 30 cm * 60 cm

VS 30 cm * 60 cm

Ln h bEntre 1 y 2 5.80 0.60 0.30

Entre 2 y 3 5.10 0.50 0.25

epromedio

__=/

=_//

/=///////////


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Entre 3 y 4 5.80 0.60 0.30

3ERO COLUMNAS

P o!a 350 "#$m2

P co%mna 60 "#$m2 Co%mna Centra&a 0.45P vi#a 100 "#$m2 Co%mna E!'%ina&a 0.35

P aca(a&o 120 "#$m2 Co%mna E)centrica 0.35

P !$c 200 "#$m2

TOTAL 830 kg/m2

Con!i&eran&o '%e a! &i!tancia! no varian en m! &e 10+, para &imen!ionar a! co%mna!-

!e tra(ao con e area &e in/%encia mayor.

830 "#$m2 6.18 m 5.45 m 3 niv.

CARGA TOTAL 83865.6 "#

Ac 1064.611428514 cm2

S%ponien&o Co%mna C%a&ra&a 35 cm * 35 cm

ANALISIS ESTATICO "x"

0.25

VP 30 cm * 60 cm 1er niv

VS 30 cm * 60 cm 2&o niv

C 35 cm * 35 cm 3er niv

n P!! 3 CON A#OTEA

$%& 210 "#$cm2 TR'(ILLO

VALOR DE SEGN NORMA

) L!* +,!-)&+

=

1 $_ (


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$ 4200 "#$cm2 )n1*

1ERO METRADO DE CARGAS

P L!* 350"#$m2Entre A y B 4.6825 m2 6-05*5-4574-575-45

Entre B y C 80.55 m2 5-15*5-4574-575-45

Entre C y 3. m2 6*5-4574-575-45

Entre D y E 4.6825 m2 6-05*5-4574-575-45

TOTAL 363.8625 m2

P L!* 12351.85"#

2.35n

P A&*4*1 120 "#$m2 363.8625 m2

43663.5 "#

3.66n

P VP 2400 "#$m3 0.30*0.60 m2 6-0575-157676-05*

2400 "#$m3 0.18 m2 3 m

4016 "#

0.8n

P VS 2400 "#$m3 0.30*0.60 m2 5-4574-575-45*5

2400 "#$m3 0.18 m2 8.25

33804.00 "#

33.80n

P C7mn* )9 2400 "#$m3 0.-35*0.35 m2 3.2 m 20 co%m.

2456 "#

2.58n


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P C7mn* 21 2400 "#$m3 0.-35*0.35 m2 2.8 m 20 co%m.

21504 "#

2.50n

P C7mn* 3 )9 2400 "#$m3 0.-35*0.35 m2 2.8 m 20 co%m.

21504 "#

2.50n

S/C 200 "#$m2 24.61 m 1.05 m

8320.1 "#$m2"#

83.:2n

ITEM NIVEL 1 NIVEL 2 NIVEL 3P o!a 12.35 12.35 12.35

P Aca(a&o 43.66 43.66 43.66

P 9P 40.18 40.18 40.18

P 9S 33.80 33.80 33.80

P Co%mna 1er 24.58 21.50 21.50 10.5

S$C 83.2 83.2 83.2

S$C 20.8 20.8 20.8

TOTAL POR PISO 20.55 28.48 26.3

PESO TOTAL 854.6

P3 26.3

P2 28.8

P 2:0.55

! 0.42DO CORTANTE "ASAL U 1.0

;

< =

/


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a 0.64 a 0.8

" 6.36 " .2

4

"3 "3

44.32 1.26

"2 "2

44.32 1.26

"1 "1

35.85 143.41

E,E 1- 2- 3 E

Como o! tre! P;R


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1.26 0.3461 25.0

&2 #2 m228.48 0.2

/2 02 n

1.26 0.2451 24.5

&1 #1 m120.55 0.30

/1 02 n143.41 0.1633 22.00

ANALISIS ESTATICO ""

METRADO DE CAR@AS PESOS CORTANTE BASAL 'ER#AS Vn !)9*n 7! m!m! ) )7 An

3ERO RIGIDECES 'Ap(i)*ndo MUTO+

5.8 m 580 cm 5.1 m 510 cm

30 *60 cm 3 30 *60

2.8 m 35 * 35 cm 35 * 35

280 cm ": 2.08 ": 4.46

a 0.51 a 0.6

" .58 " 10.26

30 * 60 30 * 60

2.8 m 35 * 35 35 * 35

280 cm ": 2.08 ": 4.46

a 0.51 a 0.6

" .58 " 10.26


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30 * 60 30 * 60

3.2 m 35 * 35 35 * 35

320 cm ": 2.38 ": 5.0

a 0.66 a 0." 6.55 " .85

"3 "3

1.84 124.8

"2 "2

28.0 16.66

"1 "1

22.25 155.2

E,E A- "- C- D- E- &- G E

Como o! tre! P;R


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26.3 0.28

/3 03 n124.8 0.412 21.04

&2 #2 m2

28.48 0.2/2 02 n

16.66 0.220 25.1

&1 #1 m120.55 0.30

/1 02 n155.2 0.1504 22.3


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3.2 m

2.8 m

2.8 m


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4

3.2 m

2.8 m

2.8 m


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n

n

n

&313.


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Vn313.

&2

.3.4Vn2

15.67&123.2

Vn1

12821

6 m 600 cm 6.4 m 640 cmC 30 * 60 D 30 * 60 E

35 * 35 35 * 35 35 *

": 4.21 ": 3.0 ":

a 0.68 a 0.66 a

" 10.08 " .83 "

30 * 60 30 * 60

35 * 35 35 * 35 35 *

": 4.21 ": 3.0 ":

a 0.68 a 0.66 a

" 10.08 " .83 "

30 * 60 30 * 60

35 * 35 35 * 35 35 *

": 4.82 ": 4.46 ":


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a 0.8 a 0. a

" .6 " .64 "

STRUCTURA

> !er a mi!ma.

Tn


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0.25

Tn

0.26

Tn0.2

*7!! E!*& 1) E) "x"

5.8 m 580 cm

2 60 *60

3.5 * 3.5 3.5 * 3.5

": 54.50 ": 3126.3

a 1.00 a 1.00

" 0.00 " 0.00

30 *60

35 * 35 35 * 35

": 4.46 ": 2.08

a 0.6 a 0.51

" 10.26 " .58


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30 *60

35 * 35 35 * 35

": 5.0 ": 2.38

a 0. a 0.66" .85 " 6.55

STRUCTURA

ri#i&e> !er a mi!ma.


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Tn0.30

Tn0.24

Tn0.2


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0.64

6.36


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ANALISIS_ESTATICO SISMICA

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