Arequipa-Analisis-sismico.xlsx

7/24/2019 Arequipa-Analisis-sismico.xlsx

1/20

Pgina 1

1.- PREDIMENSIONAMIENTO DE LOS ELEMENTOS ESTRUCTURALES

Se tomara las luces mas grandes de cada lado del edifcio

3.25 3.25 3.5 3.5c1 = Columna central

c2 = columna extrema d

c3 = columna extrema d

c4 = columna en esquinc4 c3 3.5

7. m!"#! $"%&'$!"%!

c1

3.5 C 1 = (.3 x (.2C 2 = (.3 x 3.4

Yc2 3.2 C 3 = (.25 x 2.

(.4 mC 4 = 3.4 x 2.)

3.2

(.5 m 7. m

x

1.1 LOSAS

*allando +,+ en el e-e 17

,=/

=1.0

= .4325 25

.43*allando +,+ en el e-e !*h= 0.45 m

,=/

=1.0

= .4325 25

1.2 VIGA PRINCIPAL

*allando +,+

,=/

=5.(5

= .571 1

.(x.3 V P = 0.30 X 0.60 m*allando ++

=,

=.57

= .202 2

1.3 VIGA SECUNDARIA

,=/

=1.0

= 1.01 1

*allando el anc,o triutario +a+

a=P muro gm6

=1

= 1.02 mpeso de la losa gm26 sc 35 2

25

a=/

a =1.0

1.02 = 7.1) m2 2

V S = 0.35 x 0.60 m=

1 a6=

1 7.1)= .3( m

2 2

1.4 COLUMNAS

k

An!"!n#$%m& "%'& X (3)C1 45.23 3 135.(75 .11 .14)2425 .30(31)17 .48.4

C2 21.70 3 (5.325 .22 .143715 .37))7(1 .358.35C3 23.(3 3 7.075 .25 .1771075 .42)4 .48.4C4 11.30 3 34.125 .4 .13(5 .3()45)( .358.35

S!*#n+& "%'& x (6)C1 45.23 7 31(.575 .12 .37)0) .(1(35217 .55x.55C2 21.70 7 152.425 .14 .2133)5 .4(1)4()7 .45x.45C3 23.(3 7 1(5.375 .14 .231525 .40117 .45x.45C4 11.30 7 7).(25 .21 .1(72125 .40)1(25 .48.4

*allando anc,o triutario total +a,

-%"& +!&$#mn/'

A!/%#/%/

(m2)

N +!"%'&

A!/&/$(m2)

A!/ +!&$#mn/

D%m!n'%n!'"&/$!'

D%m!n'%n!/$

9S

9P

9S

9P


2/20

P%m! "%'& al primer piso se suma 7 cm a los resultados del segundo piso

C1 = .5 .7 = .57 = .55 x .55C2 = .45 .7 = .52 = .45 x.45C3 = .45 .7 = .52 = .45 x.45C4 = .4 .7 = .47 = .35 x .35 U'/m&' C1C2 C3 C4 = 0.45 x 0.

1.5 P/!C!S

Considerando un espesor de .25 m con una longitud de 7. m

U'/m&' P1 = 0.25 x 7.0 m2


3/20Pgina 3

2.- METRADO DE CARGAS

,0= 1.48 2.0

,7= 2.02.1.9 CARGA MUER-A

NIVEL (m) (7 2.0,(= 2.) 2.1.1. C:/';

.45VIII 52 .45 .

6 3. VII 52 .45 .,5= 3.1 VI 52 .45 .

V 52 .45 .5 3.2

.45IV 52 .45 .

,4= 3.2 III 52 .45 .II 52 .45 .

4 3.2 I 52 .45 .,3= 3.3

3 3.4 2.1.2. P/!C!SNIVEL (m) (,2= 3.5

7.2 3.( VIII 2 7. .

,1= 3.0 VII 2 7. ..25 VI 2 7. .

4. V 2 7. .1 IV 2 7. .

III 2 7. .

II 2 7. .I 2 7. .

2.1.3.9 VIGAS PRINCIPALESNIVEL

N VECES

(m) (m)L= 42.( 0 x .45 6 6 = 3) mL= 42.( ( x .45 7. m = 32.) m VIII ( .35 .7

2 .35 .7

.35 VII( .35 .72 .35 .7

VI( .35 .72 .35 .7

V( .35 .72 .35 .7

.7 IV ( .35 .72 .35 .7

III( .35 .72 .35 .7

II( .35 .72 .35 .7

I( .35 .72 .35 .7

.1.4.9 VIGAS SECUNDARIANIVEL

N VECES

(m) (m)Lx= 35.7 7 x .45 6 6 = 32.55 mLx= 35.7 5 x .45 .5 m = 32.)5 m VIII 5 .25 .7

2 .25 .7

.25 VII5 .25 .7

2 .25 .7VI

5 .25 .72 .25 .7

V5 .25 .72 .25 .7

.7IV

5 .25 .72 .25 .7

III5 .25 .72 .25 .7

II5 .25 .72 .25 .7

I5 .25 .72 .25 .7

2.1.5.9 LOSASNIVEL

N VECESL (m) L x(m)

L1= 42.( ( x .25 7. m = 34.1 mL2= 7. 2 x .25 = (.5 m

VIII1 34.1 33.251 (.5 33.45

Lx1= 35.7 7 x .35 = 33.25 mVII

1 34.1 33.25Lx2= 35.7 5 x .35 .5 m = 33.45 m 1 (.5 33.45

1 34.1 33.25

NVECES

NVECES


4/20Pgina 4

.41 (.5 33.45

V1 34.1 33.25

.5 1 (.5 33.45

IV1 34.1 33.25

.2.25 1 (.5 33.45

III1 34.1 33.251 (.5 33.45

.3 .1 .3 .1 II1 34.1 33.251 (.5 33.45

I1 34.1 33.251 (.5 33.45

2.1.6.9 ACA:ADOSNIVEL

N VECES

L (m) L x(m)L1= 42.( ( x .25 7. m = 34.1 mL2= 7. 2 x .25 6 6 = (.5 m

VIII1 34.1 33.251 (.5 33.45

Lx1= 35.7 7 x .35 = 33.25 mVII

1 34.1 33.25Lx2= 35.7 5 x .35 .5 m = 33.45 m 1 (.5 33.45

VI1 34.1 33.25

1 (.5 33.45V

1 34.1 33.251 (.5 33.45

IV1 34.1 33.251 (.5 33.45

III1 34.1 33.251 (.5 33.45

II1 34.1 33.251 (.5 33.45

I1 34.1 33.251 (.5 33.45

2.2 CARGA VIVA

2.2.1. S:&"# C!"!S >epartamentos = 2 ?gm26NIVEL L x (m) L (m)

Lx1= 42.( ( x .25 7. m = 34.1 mLx2= 7. 2 x .25 = (.5 m

VIII1 34.1 32.)1 (.5 33.1

L1= 35.7 0 x .35 = 32.) mVII

1 34.1 32.)L2= 35.7 ( x .35 6 6 .5 m = 33.1 m 1 (.5 33.1

VI1 34.1 32.)1 (.5 33.1

V1 34.1 32.)1 (.5 33.1

IV1 34.1 32.)1 (.5 33.1

III1 34.1 32.)1 (.5 33.1

II1 34.1 32.)1 (.5 33.1

I1 34.1 32.)

1 (.5 33.1

2.3.9 CUADRO RESUMEN EN ME-RADOS DE CARGA

NIVELVIGAS

-&/$ (-&n)P%n%"/$!' S!#n+/%/'

VIII 35.300 11.7( 17(.202 )(.33 472.)4 135.125 ((.05 ))4.371VII 7.7(1( 23.52 17(.202 )(.33 472.)4 135.125 ((.05 141.512VI 73.2000 24.3( 17(.202 )(.33 472.)4 135.125 ((.05 144.07)V 70.3432 2(.4 17(.202 )(.33 472.)4 135.125 ((.05 151.(13IV 0.074 2(.00 17(.202 )(.33 472.)4 135.125 ((.05 154.)0III 03.3)7( 27.72 17(.202 )(.33 472.)4 135.125 ((.05 150.340II 00.452 2).4 17(.202 )(.33 472.)4 135.125 ((.05 1(5.02I )(.33( 31.)2 17(.202 )(.33 472.)4 135.125 ((.05 175.104

-O-AL 73;1.60

N

VECES

COLUMNA (-&n)

PLACA(-&n)

LOSAS(-&n)

A//+&(-&n)

S


5/20Pgina 5

el portico principal exterior

el portico secundario interior

5 = 45.23 m2 = 21.775 m2

) = 23.(3 m2 = 11.375 m2


6/20Pgina (

5 m2


7/20

)

5 1.4 2.4 35.3005 2.0 2.4 7.7(1(

5 2.) 2.4 73.20005 3.1 2.4 70.34325 3.2 2.4 0.0745 3.3 2.4 03.3)7(5 3.5 2.4 00.4525 3.0 2.4 )(.33(

-O-AL 606.5280

)

5 1.4 2.4 11.7(5 2.0 2.4 23.525 2.) 2.4 24.3(5 3.1 2.4 2(.45 3.2 2.4 2(.00

5 3.3 2.4 27.725 3.5 2.4 2).45 3.0 2.4 31.)2

-O-AL 201.6000

3). 2.4 137.5)17(.20232.) 2.4 30.()

3). 2.4 137.5)17(.20232.) 2.4 30.()

3). 2.4 137.5)17(.202

32.) 2.4 30.()

3). 2.4 137.5) 17(.20232.) 2.4 30.()3). 2.4 137.5)

17(.20232.) 2.4 30.()3). 2.4 137.5)

17(.20232.) 2.4 30.()3). 2.4 137.5)

17(.20232.) 2.4 30.()3). 2.4 137.5)

17(.20232.) 2.4 30.()

-O-AL= 1410.25;

32.55 2.4 (0.3()(.33

32.)5 2.4 27.(7032.55 2.4 (0.3()(.33

32.)5 2.4 27.(7032.55 2.4 (0.3(

)(.3332.)5 2.4 27.(7032.55 2.4 (0.3(

)(.3332.)5 2.4 27.(7032.55 2.4 (0.3(

)(.3332.)5 2.4 27.(7032.55 2.4 (0.3(

)(.3332.)5 2.4 27.(7032.55 2.4 (0.3(

)(.3332.)5 2.4 27.(7032.55 2.4 (0.3(

)(.3332.)5 2.4 27.(70

-O-AL= 768.264

P/%/$

.35 3)(.0472.)30

.35 7(.1.35 3)(.0

472.)30.35 7(.1.35 3)(.0

h '%'m%&(m)

C A(-&n


8/20

.35 7(.1.

.35 3)(.0472.)30

.35 7(.1.35 3)(.0

472.)30.35 7(.1.35 3)(.0

472.)30.35 7(.1.35 3)(.0

472.)30.35 7(.1.35 3)(.0

472.)30.35 7(.1

-O-AL= 3783.500

P/%/$

.1 113.4135.125

.1 21.7.1 113.4

135.125.1 21.7

.1 113.4 135.125.1 21.7.1 113.4

135.125.1 21.7.1 113.4

135.125.1 21.7.1 113.4

135.125.1 21.7.1 113.4

135.125.1 21.7.1 113.4

135.125.1 21.7

-O-AL= 1081.000

> +! S


9/20

)

3.- CALCULO DE LA FUERZA BASAL SISMICA

3.1.9 ?UER@A :ASAL EN LA DIRECCION X 9 X

VALORES -IPICOS PARA LAS DIRECCIONES

= .4 $ala epartamento de !requipa Aona 3= 1. $ala epartamentos Categoria C6= 1.2 $ala H 18 >

DIS-RI:UCION DE LA ?UER@A :ASAL EN CADA PISO

EN LA DIRECCION X 9 X

Para la distriucion de la DuerBa &asal usaremos la siguiente Eormula

Pero como $ = .433 < .7 N& /$#$/!m&' ?A

( "& &m#$/)

NIVEL P% h% V ?% V%

VIII ))4.4 2(. 25053.( 12(7.13 254.(40 254.(40VII 141.5 23.2 241(3.1 12(7.13 230. 4)2.(44VI 144.) 2.4 21315.5 12(7.13 2).)4) 72.5)V 151.( 17.4 102)0.1 12(7.13 10.220 002.021IV 155. 14.2 14)0.7 12(7.13 147.55 13.37III 150.3 11. 11(41.0 12(7.13 114.(7 1145.4 II 1(5.1 7.( 0)4.( 12(7.13 7).720( 1224.77I 175.2 4. 43.7 12(7.13 42.3(4 12(7.13

P% h% = JJJ

254.(5 254.(40

230. 4)2.(44

2).)5 72.5)2(

10.23 002.021

@ =Dactor de BonaU = Dactor de usoS = Dactor de Suelo -P =ParamP =Peso total de la #difcaciFnhn =!ltura total del edifcio

R= Dactor de ductiilidadC= Dactor de amplifcacion sismica

-= Periodo Eundamental

C = Coefciente de periodo Eundamental

C&n+%%&n = - 0.7 '!*. S! /$#$// ?A

P%(-&n)

h%(-&n)

C =

Vx = @.U.C.S P

R

-

C 0.125 R

V = @ U C S PR

?% = P% h% (V 9 ?/)

P% h%


10/20

1

147.55 13.37

114.(7 1145

7).72) 1224.77

42.3( 12(7.13

3.1.9 ?UER@A :A@AL EN LA DIRECCION 9

VALORES -IPICOS PARA LAS DIRECCIONES

= .4 $ala epartamento de !requipa Aon= 1. $ala epartamentos Categoria= 1.2 $ala H 18 >

DIS-RI:UCION DE LA ?UER@A :ASAL EN CADA PISO

EN LA DIRECCION 9

Para la distriucion de la DuerBa &asal usaremos la siguiente Eormula

Pero como $ = .74 H .7 C/$#$/!m&' ?A Da = .7 .743

Da = 44.402 ( "& &m#$/)

Para 0Io


11/20

11

II 1(5.0 7.( 0)4.(2 047.77 53.2)0( 010.75)I 175.10 4. 43.73 047.77 20.317) 047.77

P% h% = 128648.1;8

17.232 170.232

15).1 32;.332

14.351 46;.683

12.403 5;0.17

)0.(4 688.81

7(.(55 765.46

53.2)) 818.76

20.310 847.08


12/20

12

6

.(

"$// B "&%&)

?A = 0.07 - V

etro del suelo =

.5 -" 1.25 K2. 5-

hn C-


13/20

13

a 36

6.(

%& )

?A = 0.07 - V

x 047.7()( 047.0

127.(154 O

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Arequipa-Analisis-sismico.xlsx