INFORME analisis sismico

OBJETIVOS

•

(/ (/,, /0 / /9+ 9+ /=,; /=,;= =;, ;,(0 (0 /0 /0 /: /: + + (7+, (7+,==( (+ + + + /, /,( (+ + 7(,@)/=,+ -)+ * +,)( / /:(.

•

P,+7+,+(, (0 0/=+, ;( )/=++0+-( * /;/( 7(,( /0 @0;0+ / /=,;=;,( 7+,=((.

•

P,+7+,+(, ;( /,,()/=( / =,(<(8+ 7(,( /0 @0;0+ 7+=/,+, / 0( ,// 0(=/,(0/ /0 /:+.

# ESTRUCTURACIÓN

•

S/ 0+ ,(+ (+ / 0(/ 7+, /0 //,+ 0( /=,;=;,( / + + /0 ;/=/ ,=/,+" o

L $ D%e&' $ !

o

L2 $ CURASMA $ (

o

L) $ Alex $ * E+e ": *L( E+e : *L6

E 0( :;,( / 70(=( / );/=,( 0( =(( / 0( 0+=;/ 0;/ / 0( >( ,/+/(+ 7(,( :(0=(, /0 @0;0+. L( =(( /=@ / )/=,+.

•

•

E0 =,(<(8+ / =+) / +/,( ( 0( H+( / " o

De./1/e31'

: HUANCAVELICA

o

P'4%35%/

: HUANCAVELICA

o

D%1%1'

: ASCENSIÓN

L( +,)( (;)( :;/,+ =+)(( / <(/ ( 0( +=,; / ;

7'.e8/+e#

L( +,)( =+)(( / ;/=( :;/,+ 0( NORMA TÉCNICA E#0)0

DISE9O SISMO RESISTENTE * 0( NORMA TÉCNICA DE EDIFICACIÓN E#020 CARGAS

2# PARMETROS SISMO RESISTENTES 2## CATEGORÍA DE LA EDIFICACIÓN: C/1e&';/ ?@ PCV  K 25 P(,( /:(+/ / 0( (=/+,-( C

P $ PCM > 2!@ PCV 2#)# FACTOR DE ONA B: E0 =/,,=+,+ (+(0 / /;/=,( >+ / =,/ H+( /=( H+:( / <(( / 0( =,<; /7((0 / 0( )( +</,>(( 0( (,(=/,-=( //,(0/ / 0+ )+>)/=+ -)+ * 0( (=/;( / =+ + 0( =(( /7/=,(0 (- +)+ / :+,)( /+=/=(.

El .ee31e .'e51' e e35e31/ %5/8' e3: De./1/e31' : HUANCAVELICA P'4%35%/

: HUANCAVELICA

D%1%1'

: ASCENSIÓN

D'38e l' /51'e / 1'/ '3: ONA

FACTOR

2

B& &.3

2#*# FACTOR DE USO BU: P+, /0 =7+ / /:( /0 :(=+, / ;+ /"

U$

2#!# FACTOR DE SUELO BS: P+, /0 =7+ / ;/0+ ?;/ / ;/=( 0+ 7(,@)/=,+ ( =+)(, + ;/0+ =/,)/+" E0 =7+ / ;/0+ (;)+ / 7+,?;/ / /00( / /;/=,(" •

G,(>( (,/+( /(

•

R+( (( + 7(,(0)/=/ (0=/,((

•

;/0+ :0/<0/

TIP O S2

DESCRIPCIÓN S;/0+ =/,)/+

T. Be&# &.6

S 1.2

2#6# COEFICIENTE DE AMPLIFICACIÓN SÍSMICA BC:

D/ (;/,+ ( 0( (,(=/,-=( / =+ / /:/ /0 :(=+, / ()70:( -)( C 7+, 0( ;/=/ /7,/"

C ≤ 2.5

 T P   T 

C = 2.5. * 

T7 K P/,-++ / ><,( /0 ;/0+ T(<0( (=/,+, T K P/,-++ :;()/=(0 / 0( /=,;=;,( E0 7/,-++ :;()/=(0 7(,( (( ,/ / /=)(,@ + 0( ;/=/ /7,/"

T =

hn C t

D/" • •

 K A0=;,( =+=(0 / 0( /:( / )/=,+. CT K 6& 7(,( /=,;=;,( / )()7+=/,-( * 7(,( =++ 0+ /:+ / +,/=+ (,)(+ ;*+ /0/)/=+ )+,,/=/=/ /( :;()/=(0)/=/ );,+ / +,=/.

P(,( /0 7,//=/ 7,+*/=+" T = T =

hn C t 14.8 60

T = 0.2467 seg •

CT K 6&

•

 K 14.$)

•

T7 K &.6

 T P   T     0.6  C = 2.5. *  0.2467    C = 2.5. * 2.432 C = 6.08 C = 2.5. *

E31'35e: C

=

2.5

2#(# COEFICIENTE DE REDUCCIÓN POR DUCTILIDAD BR

P// el .ee31e .'e51' el /51' 8e e855%3 R e e 1'// e J .' 1/1/e 8e C'35e1' A/8' B.1%5'# SISTEMA ESTRUCTURAL

5'e%5%e31e 8e e855%3 R .// e151/ e&l/e

C'35e1' A/8' J

P,=+

)# PREDIMENSIONAMINETO S/

(

0+

,=/,+

*

,/+)/(+/

=+)((

7(,(

/0

7,/)/+()/=+ / 0+ /0/)/=+ /=,;=;,(0/ <((+ / 0( /7/,/( / //,+ * NORMA TCNICA E.&3& DISEO SISMO RESISTENTE * 0( NORMA TCNICA DE EDIFICACIÓN E.&2& CARGAS.

)##- PREDIMENSIONAMIENTO DE LOSA ALIGERADA:

P(,( /0 )/+()/=+ / 0+ (0/,(+ / +/,( 0+ ;/=/ /7/+,/ / 0+( 7(,( (( 0+=; / 0;H 0<,/ =+)(+ /0 0<,+ /

C+,/=+ A,)(+ /0 I. A=++ B0(+ + /7/+, 0;*/ 0( (0=;,( /0 0(,00+ (- +)+ 0+ 5) / 0+( ;7/,+, ?;/ / +/,( +,)(0)/=/.

D+ /7/+,/ 7;// ;(,/ 7(,( (0/,(+ (,)(+ / ;( ,/ * ?;/ / =/( +<,/(,( +,)(0/ /0 +,/ )@)+ / 3&&!35& )2 .' l' e 1'/e' )00K&2# E ;/=,+ (+ 0( +<,/(,( / /9+ / / 200 &. NORMA TCNICA DE EDIFICACIÓN E.&2& CARGAS L( 0+( / (,)(,( / 0( ,/ ?;/ =/( 0( )/+, =(( /=,/ (7+*+ / ;/=,+ (+ ;(0 ( 4.&& ) 7+, 0+ =(=+ /0/,/)+ ; (0/,(+ / 7$0#20 +)+ 0( 0;H / +=(=/ =+)(,/)+ /=/ >(0+, 7(,( =++ 0+ 7+. T()< /0 7/,(0=/ / 0( 0+( / (0;0( +" Lmax = h= 25

6 25

=0.24

m

T,(<(8(,/)+ +" • •

U( 0+( (0/,(( / 0#2! # U( +<,/ (,( / 200 &.

)#2#- VIGAS: )#2##-VIGAS PRINCIPALES: S+ 0( ?;/ +7+,=( /0 7/+ / 0( 0+( (0/,(( ?;/ +8;=()/=/ + 0( +0;)( +==;*/ 0+ 7,=+ 7,7(0/. P(,( 0( >( 7,7(0/ /0 7/,(0=/  * /0 (+ / 0( <(/ < / ,/)/+( +/,(+ 0( ;/=/ /7,/"

A- ))+ 0( +,)( E.&6& ;)/,(0 21.5.1.3 ( ?;/ 0( >( /( / )/+, /7/+, 15 + 2&)  / =,(=( / >( ?;/ + :+,)( 7,=+. L+ 7,=+ 7,)(,+ +" 1!1 2!2 3!3 4!4 5!5

EJE

LUZ

KL1&

KL12



<

LIBRE

)

)

ELEGID

ELEGID

O

O )

)

) Q!Q

5.5&

&.55

&.46

.&&

&.&

&.5$

0#6!

0#)0

5.5&

&.55

&.46

0#6!

0#2!

5.&&

&.5&

&.42

5.5& &.55 &.46 L/ 4%&/ .%35%./le e3 8e:

V0 $ 0#)0x0#6!2 V02 $ 0#2!x0#6!2 )#2#2#-VIGAS SECUNDARIAS: S+ 0( ?;/ +==;*/ 0+ 7,=+ /;(,+" L+ 7,=+ 7,)(,+ +" A!A B!B C!C D!D E!EF!F EJE

LUZ

KL1&

KL12



<

LIBRE

)

)

ELEGID

ELEGID

O

O )

)

)

*!*

4.5&

&.45

&.3$

4.&&

&.4&

&.33

0#6

0#2!

6.&&

&.6&

&.5&

0#!

0#2!

4.5&

&.45

&.3$

L/ 4%&/ e538/%/ e3 8e: V0) $ 0#2!x0#6 2 V0* $ 0#2!x0#! 2

PLANTA

L( +0;)( 134561&1112 0( ((0H(,/)+ +)+ +0;)( /,/( / H?;/,( /=+ /<+ ( ?;/ / 0( (0=;,( =+=(0 /0 /:+ (* 2 (+ =,<;=(,+ 7+, (( +0;)(.

)#)#- PREDIMENSIONAMIENTO  METRADO DE COLUMNAS: #)##-PARA LA COLUMNA C - BA%' 0#!x0#! E0 )/=,(+ / ,/(0H( / /0 0<,+ DISEO DE ESTRUCTURAS APORTICADAS DE CONCRETO ARMADO / G/(,+ D/0(+ C+=,/,(. L( +0;)( C!1 /=@ 0(:(( +)+ +0;)( / /?;(.

PRIMER PISO PESO VIGA Q!Q PESO DE VIGA #!# PESO DE LOSA PESO ACABADO PESO TABIUERIA SOBRECARGA COLUMNA TOTAL"

METRADO &.25&.6524&&2.5 &.25&.524&&2.25 3&&2.52.25 12&2.52.25 1&&2.52.25 2&&2.52.25 &.5Q&.5Q24&&Q3.6

TOTAL 1&2.5 65 1$56.25 42.5& 61$.5 123.5& 216&.&& $362.5&

SEGUNDO PISO PESO VIGA Q!Q PESO DE VIGA #!# PESO DE LOSA PESO ACABADO PESO TABIUERIA SOBRECARGA COLUMNA TOTAL"

METRADO &.25&.6524&&2.5 &.25&.524&&2.25 3&&2.52.25 12&2.52.25 1&&2.52.25 2&&2.52.25 &.5Q&.5Q24&&Q2.$

TOTAL 1&2.5 65 1$56.25 42.5& 61$.5 123.5& 16$&.&& $$2.5&

• •

E0 )/=,(+ 7(,( /0 /;+ =/,/, ;(,=+ * ?;=+ 7+ + ;(0/. P(,( )/+(, 0( +0;)( C!1 =//)+" A =

a∗ Pr b∗ f ´ c

  

( K 1.5 < K&.2 F K 21& )2 C −1=b∗h

C-1 LADO IZQUIERDO C-1

PESO

AREA(cm2)

BxH(m)

PRIMER PISO

39892.50

1424.7

0.40X0.40

SEGUNDO PISO

31530

1126.1

0.35X0.35

23647.5

844.6

0.30X0.30

TERCER, CUARTO, QUINTO PISO

C-1 LADO DERECHO C-1

PESO

AREA(cm2)

BxH(m)

PRIMER PISO

24127.50

861.7

0.30X0.30

SEGUNDO, TETRCER PISO

15765

563.0

0.30X0.30

)#)#2#-PARA LA COLUMNA C -2 BA%' 0#!x0#!


METRADO &.25&.6524&&6.25 &.25&.624&&2.25 3&&6.252.25 12&6.252.25 1&&6.252.25 2&&6.252.25 &.5Q&.5Q24&&Q3.6

TOTAL 243.5& $1&.&& 421$.5 16$.5& 61$.5 2$12.5& 216&.&& 1445.&&

SEGUNDO PISO METRADO TOTAL PESO VIGA Q!Q &.25&.6524&&6.25 243.5& PESO DE VIGA #!# &.25&.624&&2.25 $1&.&& PESO DE LOSA 3&&6.252.25 421$.5 PESO ACABADO 12&6.252.25 16$.5& PESO TABIUERIA 1&&6.252.25 61$.5 SOBRECARGA 2&&6.252.25 2$12.5& COLUMNA &.5Q&.5Q24&&Q3.6 16$&.&& TOTAL" 14265.&& E0 )/=,(+ 7(,( /0 /;+ =/,/, ;(,=+ * ?;=+ 7+ + ;(0/. P(,( )/+(, 0( +0;)( C!2 =//)+" L( +0;)( C!2 /=@ • •

0(:(( +)+ +0;)( /=/,(.

A =

a∗ Pr b∗ f ´ c   

( K 1.25 < K&.25 F K 21& )2 C −1=b∗h

C-2 C-2

PESO

AREA(cm2)

BxH(m)

PRIMER PISO

71805.00

1709.6

0.45X0.45

SEGHUNDO PISO

57060

1358.6

0.40X0.40

42795

1018.9

0.35X0.35


)#)#)#-PARA LA COLUMNA C -) BA%' 0#!x0#!

Me1/8' .// l/ C-) ./1e %%e8/: PRIMER PISO PESO VIGA Q!Q PESO DE VIGA #!# PESO DE LOSA PESO ACABADO PESO TABIUERIA SOBRECARGA COLUMNA TOTAL" SEGUNDO PISO

METRADO &.25&.6524&&5.25 &.25&.624&&2.25 3&&5.252.25 12&5.252.25 1&&5.252.25 2&&5.252.25 &.5Q&.5Q24&&Q3.6

TOTAL 2&4.5& $1&.&& 3543.5 141.5& 11$1.25 2362.5& 216&.&& 13522.5&

METRADO

TOTAL

PESO VIGA Q!Q PESO DE VIGA #!# PESO DE LOSA PESO ACABADO PESO TABIUERIA SOBRECARGA COLUMNA TOTAL" •

&.25&.6524&&5.25 &.25&.624&&2.25 3&&5.252.25 12&5.252.25 1&&5.252.25 2&&5.252.25 &.5Q&.5Q24&&Q2.$

2&4.5& $1&.&& 3543.5 141.5& 11$1.25 2362.5& 16$&.&& 13&42.5&

E0 )/=,(+ 7(,( /0 =/,/, ;(,=+ ?;=+ 7+ + ;(0/ ?;/ /0 /;+ 7+. Me1/8' .// l/ C-) ./1e 8ee57/:


METRADO &.25&.6524&&5.25 &.25&.624&&2.25 3&&5.252.25 12&5.252.25 1&&5.252.25 2&&5.252.25 &.5Q&.5Q24&&Q3.6

TOTAL 2&4.5& $1&.&& 3543.5 141.5& 11$1.25 2362.5& 216&.&& 13522.5&


METRADO &.25&.6524&&5.25 &.25&.624&&2.25 3&&5.252.25 12&5.252.25 1&&5.252.25 2&&5.252.25 &.5Q&.5Q24&&Q2.$

TOTAL 2&4.5& $1&.&& 3543.5 141.5& 11$1.25 2362.5& 16$&.&& 13&42.5&

• •

E0 )/=,(+ 7(,( /0 =/,/, 7+ / /0 ))+ ?;/ /0 /;+ 7+ E0 )/=,(+ 7(,( /0 ;(,=+ * ?;=+ + :/,/=/ ?;/ 0+ /)@ 7+ /=+ 7+,?;/ /0 @,/( =,<;=(,( ()<( 7+, =//, ; >+0(H+.

CUARTO PISO PESO VIGA Q!Q PESO DE VIGA #!# PESO DE LOSA PESO ACABADO PESO TABIUERIA

METRADO &.25&.6524&&3. &.25&.624&&2.25 3&&3.2.25 12&3.2.25 1&&3.2.25

TOTAL 1443.&& $1&.&& 24%.5& %%%.&& $32.5&

SOBRECARGA COLUMNA TOTAL" • •

2&&3.2.25 &.5Q&.5Q24&&Q2.$

1665.&& 16$&.&& %%2.&&

E0 )/=,(+ 7(,( /0 ?;=+ 7+ / /0 ))+ ?;/ /0 ;(,=+ 7+ P(,( )/+(, 0( +0;)( C!3 =//)+" L( +0;)( C!3 /=@ 0(:(( +)+ +0;)( /=/,( 0( 7(,=/ /0 >+0(H+ =()< +/,(,/)+ +)+ /=/,( 7(,( :(0=(, @0;0+. A =

a∗ Pr b∗ f ´ c   

( K 1.25 < K&.25 F K 21& )2 C −1=b∗h


PESO

AREA(cm2)

BxH(m)

PRIMER PISO

65692.50

1564.1

0.40X0.40

SEGHUNDO PISO

52170

1242.1

0.40X0.40

39127.5

931.6

0.35X0.35



PESO

AREA(cm2)

BxH(m)

PRIMER PISO

59461.50

1415.8

0.40X0.40

SEGHUNDO PISO

45939

1093.8

0.35X0.35

32896.5

783.3

0.30X0.30


)#)#*#-PARA LA COLUMNA C -* BA%' 0#!x0#!


METRADO &.3&&.6524&&2.5 &.25&.524&&4.25 3&&2.54.25 12&2.54.25 1&&2.54.25 2&&2.54.25 &.5Q&.5Q24&&Q3.6

TOTAL 12$.&& 125.&& 35&6.25 14&2.5& 116$.5 233.5& 216&.&& 1313.&&


METRADO &.3&&.6524&&2.5 &.25&.524&&4.25 3&&2.54.25 12&2.54.25 1&&2.54.25 2&&2.54.25 &.5Q&.5Q24&&Q2.$

TOTAL 12$.&& 125.&& 35&6.25 14&2.5& 116$.5 233.5& 16$&.&& 1265.&&

• •

E0 )/=,(+ 7(,( /0 /;+ =/,/, ;(,=+ * ?;=+ 7+ + ;(0/. P(,( )/+(, 0( +0;)( C!3 =//)+" L( +0;)( C!4 /=@ 0(:(( +)+ +0;)( /=/,(. A =

a∗ Pr b∗ f ´ c

  

( K 1.25 < K&.25 F K 21& )2 C −1=b∗h


PESO

AREA(cm2)

BxH(m)

PRIMER PISO

63765.00

1518.2

0.40X0.40

SEGHUNDO PISO

50628

1205.4

0.35X0.35

37971

904.1

0.35X0.35



PESO

AREA(cm2)

BxH(m)

PRIMER PISO

38451.00

915.5

0.35X0.35

SEGHUNDO, TETRCER PISO

25314

602.7

0.30X0.30

)#)#!#-PARA LA COLUMNA C -! BA%' 0#!x0#!

PRIMER PISO PESO VIGA Q!Q PESO DE VIGA #!# PESO DE LOSA PESO ACABADO PESO TABIUERIA SOBRECARGA COLUMNA

METRADO &.3&&.6524&&2.5 &.25&.524&&5 3&&2.55 12&2.55 1&&2.55 2&&2.55 &.5Q&.5Q24&&Q3.6

TOTAL 12$.&& 15&&.&& 4125.&& 165&.&& 135.&& 25&.&& 216&.&&

TOTAL"

14$4.&&

SEGUNDO PISO PESO VIGA Q!Q PESO DE VIGA #!# PESO DE LOSA PESO ACABADO PESO TABIUERIA SOBRECARGA COLUMNA TOTAL" • •

METRADO &.3&&.6524&&2.5 &.25&.524&&5 3&&2.55 12&2.55 1&&2.55 2&&2.55 &.5Q&.5Q24&&Q2.$

TOTAL 12$.&& 15&&.&& 4125.&& 165&.&& 135.&& 25&.&& 16$&.&& 1436.&&

E0 )/=,(+ 7(,( /0 /;+ =/,/, ;(,=+ * ?;=+ 7+ + ;(0/. P(,( )/+(, 0( +0;)( C!5 =//)+" L( +0;)( C!5 /=( 0(:(( +)+ +0;)( /=/,(. A =

a∗ Pr b∗ f ´ c   

( K 1.25 < K&.25 F K 21& )2 C −1=b∗h


PESO

AREA(cm2)

BxH(m)

PRIMER PISO

72315.00

1721.8

0.45X0.45

SEGHUNDO PISO

57468

1368.3

0.40X0.40

43101

1026.2

0.35X0.35



PESO

AREA(cm2)

BxH(m)

PRIMER PISO

43581.00

1037.6

0.35X0.35

SEGUNDO, TETCER PISO

28734

684.1

0.30X0.30

)#)#6#-PARA LA COLUMNA C -6 BA%' 0#!x0#!


METRADO &.3&&.6524&&2.5 &.25&.524&&5.25 3&&2.55.25 12&2.55.25 1&&2.55.25 2&&2.55.25 &.5Q&.5Q24&&Q3.6

TOTAL 12$.&& 155.&& 4331.25 132.5& 1443.5 2$$.5& 216&.&& 1541.&&

SEGUNDO PISO PESO VIGA Q!Q PESO DE VIGA #!# PESO DE LOSA PESO ACABADO PESO TABIUERIA SOBRECARGA COLUMNA

METRADO &.3&&.6524&&2.5 &.25&.524&&5.25 3&&2.55.25 12&2.55.25 1&&2.55.25 2&&2.55.25 &.5Q&.5Q24&&Q2.$

TOTAL 12$.&& 155.&& 4331.25 132.5& 1443.5 2$$.5& 16$&.&&

TOTAL" 14%3.&& E0 )/=,(+ 7(,( /0 /;+ =/,/, ;(,=+ * ?;=+ 7+ + ;(0/. P(,( )/+(, 0( +0;)( C!6 =//)+" L( +0;)( C!6 /=@ • •

0(:(( +)+ +0;)( /=/,(. A =

a∗ Pr b∗ f ´ c   

( K 1.25 < K&.25 F K 21& )2 C −1=b∗h


PESO

AREA(cm2)

BxH(m)

PRIMER PISO

75165.00

1789.6

0.45X0.45

SEGHUNDO PISO

59748

1422.6

0.40X0.40

44811

1066.9

0.35X0.35



PESO

AREA(cm2)

BxH(m)

PRIMER PISO

45291.00

1078.4

0.35X0.35

SEGUNDO, TETCER PISO

29874

711.3

0.30X0.30

)#)#(#-PARA LA COLUMNA C -( BA%' 0#!x0#!


METRADO &.3&&.6524&&6.25 &.25&.624&&4.25 3&&6.254.25 12&6.254.25 1&&6.254.25 2&&6.254.25 &.5Q&.5Q24&&Q3.6

TOTAL 2%25 153&.&& %6$.5 31$.5& 2656.25 5312.5& 216&.&& 254&.&&


METRADO &.3&&.6524&&6.25 &.25&.624&&4.25 3&&6.254.25 12&6.254.25 1&&6.254.25 2&&6.254.25 &.5Q&.5Q24&&Q2.$

TOTAL 2%25 153&.&& %6$.5 31$.5& 2656.25 5312.5& 16$&.&& 2526&.&&

• •

E0 )/=,(+ 7(,( /0 /;+ =/,/, ;(,=+ * ?;=+ 7+ + ;(0/. P(,( )/+(, 0( +0;)( C! =//)+" L( +0;)( C! /=@ 0(:(( +)+ +0;)( /=,(0. A =

a∗ Pr b∗ f ´ c   

( K 1.1 < K&.3 F K 21& )2 C −1=b∗h

C-7 C-7

PESO

AREA(cm2)

BxH(m)

PRIMER PISO

126780.00

2213.6

0.50X0.50

SEGHUNDO PISO

101040

1764.2

0.45X0.45

75780

1323.1

0.40X0.40


)#)#J#-PARA LA COLUMNA C -J BA%' 0#!x0#!


METRADO &.3&&.6524&&6.25 &.25&.624&&5 3&&6.255 12&6.255 1&&6.255 2&&6.255 &.5Q&.5Q24&&Q3.6

TOTAL 2%25.&& 1$&&.&& %35.&& 35&.&& 3125.&& 625&.&& 216&.&& 2%3$5.&&

SEGUNDO PISO PESO VIGA Q!Q PESO DE VIGA #!# PESO DE LOSA PESO ACABADO

METRADO &.3&&.6524&&6.25 &.25&.624&&5 3&&6.255 12&6.255

TOTAL 2%25.&& 1$&&.&& %35.&& 35&.&&

PESO TABIUERIA SOBRECARGA COLUMNA TOTAL" • •

1&&6.255 2&&6.255 &.5Q&.5Q24&&Q2.$

3125.&& 625&.&& 16$&.&& 2$%&5.&&

E0 )/=,(+ 7(,( /0 /;+ =/,/, ;(,=+ * ?;=+ 7+ + ;(0/. P(,( )/+(, 0( +0;)( C!$ =//)+" L( +0;)( C!$ /=@ 0(:(( +)+ +0;)( /=,(0. A =

a∗ Pr b∗ f ´ c   

( K 1.1 < K&.3 F K 21& )2 C −1=b∗h

C-8 C-8

PESO

AREA(cm2)

BxH(m)

PRIMER PISO

145005.00

2531.8

0.55X0.55

SEGHUNDO PISO

115620

2018.8

0.45X0.45

86715

1514.1

0.40X0.40


)#)##-PARA LA COLUMNA C - BA%' 0#!x0#!


METRADO &.3&&.6524&&6.25 &.25&.624&&5.25 3&&6.255.25 12&6.255.25 1&&6.255.25 2&&6.255.25 &.5Q&.5Q24&&Q3.6

TOTAL 3&&&.&& 1$%&.&& %$43.5 3%3.5& 32$1.25 6562.5& 216&.&& 3&6&&.&&


METRADO &.3&&.6524&&6.25 &.25&.624&&5.25 3&&6.255.25 12&6.255.25 1&&6.255.25 2&&6.255.25 &.5Q&.5Q24&&Q2.$

TOTAL 3&&&.&& 1$%&.&& %$43.5 3%3.5& 32$1.25 6562.5& 16$&.&& 3&12&.&&

• •

E0 )/=,(+ 7(,( /0 /;+ =/,/, ;(,=+ * ?;=+ 7+ + ;(0/. P(,( )/+(, 0( +0;)( C!% =//)+" L( +0;)( C!% /=( 0(:(( +)+ +0;)( /=,(0. A =

a∗ Pr b∗ f ´ c   

( K 1.1 < K&.3 F K 21& )2 C −1=b∗h

C-9 C-9

PESO

AREA(cm2)

BxH(m)

PRIMER PISO

151080.00

2637.9

0.55X0.55

SEGHUNDO PISO

120480

2103.6

0.50X0.50

90360

1577.7

0.40X0.40


)#)#0#-PARA LA COLUMNA C -0 BA%' 0#!x0#!

Me1/8' .// l/ C-0 ./1e %%e8/: PRIMER PISO PESO VIGA Q!Q PESO DE VIGA #!# PESO DE LOSA PESO ACABADO PESO TABIUERIA SOBRECARGA COLUMNA TOTAL"

METRADO &.3&&.6524&&5.25 &.25&.624&&4.25 3&&5.254.25 12&5.254.25 1&&5.254.25 2&&5.254.25 &.5Q&.5Q24&&Q3.6

TOTAL 245.&& 153&.&& 66%3.5 26.5& 2231.25 4462.5& 216&.&& 22212.&&

SEGUNDO PISO PESO VIGA Q!Q

METRADO &.3&&.6524&&5.25

TOTAL 245.&&

PESO DE VIGA #!# PESO DE LOSA PESO ACABADO PESO TABIUERIA SOBRECARGA COLUMNA TOTAL" •

&.25&.624&&4.25 3&&5.254.25 12&5.254.25 1&&5.254.25 2&&5.254.25 &.5Q&.5Q24&&Q2.$

153&.&& 66%3.5 26.5& 2231.25 4462.5& 16$&.&& 2132.&&

E0 )/=,(+ 7(,( /0 =/,/, ;(,=+ ?;=+ 7+ + ;(0/ ?;/ /0 /;+ 7+. Me1/8' .// l/ C-0 ./1e 8ee57/:


METRADO &.3&&.6524&&5.25 &.25&.624&&4.25 3&&5.254.25 12&5.254.25 1&&5.254.25 2&&5.254.25 &.5Q&.5Q24&&Q3.6

TOTAL 245.&& 153&.&& 66%3.5 26.5& 2231.25 4462.5& 216&.&& 22212.&&


METRADO &.3&&.6524&&5.25 &.25&.624&&4.25 3&&5.254.25 12&5.254.25 1&&5.254.25 2&&5.254.25 &.5Q&.5Q24&&Q2.$

TOTAL 245.&& 153&.&& 66%3.5 26.5& 2231.25 4462.5& 16$&.&& 2132.&&

• •

E0 )/=,(+ 7(,( /0 =/,/, 7+ / /0 ))+ ?;/ /0 /;+ 7+ E0 )/=,(+ 7(,( /0 ;(,=+ * ?;=+ + :/,/=/ ?;/ 0+ /)@ 7+ /=+ 7+,?;/ /0 @,/( =,<;=(,( ()<( 7+, =//, ; >+0(H+.

CUARTO PISO PESO VIGA Q!Q PESO DE VIGA #!# PESO DE LOSA PESO ACABADO PESO TABIUERIA SOBRECARGA COLUMNA

METRADO &.3&&.6524&&3. &.25&.624&&4.25 3&&3.4.25 12&3.4.25 1&&3.4.25 2&&3.4.25 &.5Q&.5Q24&&Q2.$

TOTAL 131.6& 153&.&& 41.5& 2&44.25 152.5& 3145.&& 16$&.&&

TOTAL"

1642&.25

•

E0 )/=,(+ 7(,( /0 ?;=+ 7+ / /0 ))+ ?;/ /0 ;(,=+ 7+

•

P(,( )/+(, 0( +0;)( C!1& =//)+" L( +0;)( C!1& /=( 0(:(( +)+ +0;)( /=,(0. A =

a∗ Pr b∗ f ´ c   

( K 1.1 < K&.3 F K 21& )2 C −1=b∗h

C-1 LADO IZQUIERDO C-1

PESO

AREA(cm2)

BxH(m)

PRIMER PISO

109140.00

1905.6

0.45X0.45

SEGHUNDO PISO

86928

1517.8

0.40X0.40

65196

1138.3

0.35X0.35


C-1 LADO DERECHO C-1

PESO

AREA(cm2)

BxH(m)

PRIMER PISO

98517.70

1720.2

0.45X0.45

SEGHUNDO PISO

76305.7

1332.3

0.40X0.40

54573.7

952.9

0.35X0.35


)#)##-PARA LA COLUMNA C - BA%' 0#!x0#!

Me1/8' .// l/ C- ./1e %%e8/: PRIMER PISO PESO VIGA Q!Q PESO DE VIGA #!# PESO DE LOSA PESO ACABADO PESO TABIUERIA SOBRECARGA COLUMNA TOTAL"

METRADO &.3&&.6524&&5.25 &.25&.624&&5 3&&5.255 12&5.255 1&&5.255 2&&5.255 &.5Q&.5Q24&&Q3.6

TOTAL 245.&& 1$&&.&& $5.&& 315&.&& 2625.&& 525&.&& 216&.&& 2531.&&


METRADO &.3&&.6524&&5.25 &.25&.624&&5 3&&5.255 12&5.255 1&&5.255 2&&5.255 &.5Q&.5Q24&&Q2.$

TOTAL 245.&& 1$&&.&& $5.&& 315&.&& 2625.&& 525&.&& 16$&.&& 24$3.&&

•

E0 )/=,(+ 7(,( /0 =/,/, ;(,=+ ?;=+ 7+ + ;(0/ ?;/ /0 /;+ 7+. Me1/8' .// l/ C- ./1e 8ee57/: PRIMER PISO

METRADO

TOTAL

PESO VIGA Q!Q PESO DE VIGA #!# PESO DE LOSA PESO ACABADO PESO TABIUERIA SOBRECARGA COLUMNA TOTAL"

&.3&&.6524&&5.25 &.25&.624&&5 3&&5.255 12&5.255 1&&5.255 2&&5.255 &.5Q&.5Q24&&Q3.6

245.&& 1$&&.&& $5.&& 315&.&& 2625.&& 525&.&& 216&.&& 2531.&&


METRADO &.3&&.6524&&5.25 &.25&.624&&5 3&&5.255 12&5.255 1&&5.255 2&&5.255 &.5Q&.5Q24&&Q2.$

TOTAL 245.&& 1$&&.&& $5.&& 315&.&& 2625.&& 525&.&& 16$&.&& 24$3.&&

• •

E0 )/=,(+ 7(,( /0 =/,/, 7+ / /0 ))+ ?;/ /0 /;+ 7+ E0 )/=,(+ 7(,( /0 ;(,=+ * ?;=+ + :/,/=/ ?;/ 0+ /)@ 7+ /=+ 7+,?;/ /0 @,/( =,<;=(,( ()<( 7+, =//, ; >+0(H+.

CUARTO PISO PESO VIGA Q!Q PESO DE VIGA #!# PESO DE LOSA PESO ACABADO PESO TABIUERIA SOBRECARGA COLUMNA TOTAL" • •

METRADO &.3&&.6524&&3. &.25&.624&&5 3&&3.5 12&3.5 1&&3.5 2&&3.5 &.5Q&.5Q24&&Q2.$

TOTAL 131.6& 1$&&.&& 555&.&& 222&.&& 1$5&.&& 3&&.&& 16$&.&& 1$531.&&

E0 )/=,(+ 7(,( /0 ?;=+ 7+ / /0 ))+ ?;/ /0 ;(,=+ 7+ P(,( )/+(, 0( +0;)( C!1& =//)+" L( +0;)( C!1& /=( 0(:(( +)+ +0;)( /=,(0. A =

a∗ Pr b∗ f ´ c   

( K 1.1 < K&.3 F K 21& )2 C −1=b∗h


PESO

AREA(cm2)

BxH(m)

PRIMER PISO

124665.00

2176.7

0.50X0.50

SEGHUNDO PISO

99348

1734.6

0.45X0.45

74511

1301.0

0.40X0.40



PESO

AREA(cm2)

BxH(m)

PRIMER PISO

112054.20

1956.5

0.45X0.45

SEGHUNDO PISO

86737.2

1514.5

0.40X0.40

61900.2

1080.8

0.35X0.35


)#)#2#-PARA LA COLUMNA C -2 BA%' 0#!x0#!

Me1/8' .// l/ C-2 ./1e %%e8/: PRIMER PISO PESO VIGA Q!Q PESO DE VIGA #!# PESO DE LOSA PESO ACABADO PESO TABIUERIA SOBRECARGA COLUMNA TOTAL"

METRADO &.3&&.6524&&5.25 &.25&.624&&5.25 3&&5.255.25 12&5.255.25 1&&5.255.25 2&&5.255.25 &.5Q&.5Q24&&Q3.6

SEGUNDO PISO PESO VIGA Q!Q PESO DE VIGA #!# PESO DE LOSA PESO ACABADO PESO TABIUERIA SOBRECARGA COLUMNA TOTAL" E0 )/=,(+ 7(,( /0

METRADO &.3&&.6524&&5.25 &.25&.624&&5.25 3&&5.255.25 12&5.255.25 1&&5.255.25 2&&5.255.25 &.5Q&.5Q24&&Q2.$

TOTAL 245.&& 1$%&.&& $26$.5 33&.5& 256.25 5512.5& 216&.&& 26352.&&

TOTAL 245.&& 1$%&.&& $26$.5 33&.5& 256.25 5512.5& 16$&.&& 25$2.&& =/,/, ;(,=+ ?;=+ 7+ + ;(0/ ?;/ /0

/;7+.

Me1/8' .// l/ C-2 ./1e 8ee57/: PRIMER PISO PESO VIGA Q!Q PESO DE VIGA #!# PESO DE LOSA PESO ACABADO PESO TABIUERIA SOBRECARGA COLUMNA TOTAL"

METRADO &.3&&.6524&&5.25 &.25&.624&&5.25 3&&5.255.25 12&5.255.25 1&&5.255.25 2&&5.255.25 &.5Q&.5Q24&&Q3.6

TOTAL 245.&& 1$%&.&& $26$.5 33&.5& 256.25 5512.5& 216&.&& 26352.&&

SEGUNDO PISO METRADO TOTAL PESO VIGA Q!Q &.3&&.6524&&5.25 245.&& PESO DE VIGA #!# &.25&.624&&5.25 1$%&.&& PESO DE LOSA 3&&5.255.25 $26$.5 PESO ACABADO 12&5.255.25 33&.5& PESO TABIUERIA 1&&5.255.25 256.25 SOBRECARGA 2&&5.255.25 5512.5& COLUMNA &.5Q&.5Q24&&Q2.$ 16$&.&& TOTAL" 25$2.&& E0 )/=,(+ 7(,( /0 =/,/, 7+ / /0 ))+ ?;/ /0 /;+ 7+ •

•

E0 )/=,(+ 7(,( /0 ;(,=+ * ?;=+ + :/,/=/ ?;/ 0+ /)@ 7+ /=+ 7+,?;/ /0 @,/( =,<;=(,( ()<( 7+, =//, ; >+0(H+.

CUARTO PISO PESO VIGA Q!Q PESO DE VIGA #!# PESO DE LOSA PESO ACABADO PESO TABIUERIA SOBRECARGA COLUMNA TOTAL" • •

METRADO &.3&&.6524&&3. &.25&.624&&5.25 3&&3.5.25 12&3.5.25 1&&3.5.25 2&&3.5.25 &.5Q&.5Q24&&Q2.$

TOTAL 131.6& 1$%&.&& 5$2.5& 2331.&& 1%42.5& 3$$5.&& 16$&.&& 1%2$.&&

E0 )/=,(+ 7(,( /0 ?;=+ 7+ / /0 ))+ ?;/ /0 ;(,=+ 7+ P(,( )/+(, 0( +0;)( C!1& =//)+" L( +0;)( C!1& /=@ 0(:(( +)+ +0;)( /=,(0. A =

a∗ Pr b∗ f ´ c   

( K 1.1 < K&.3 F K 21& )2 C −1=b∗h


PESO

AREA(cm2)

BxH(m)

PRIMER PISO

129840.00

2267.0

0.50X0.50

SEGHUNDO PISO

103488

1806.9

0.45X0.45

77616

1355.2

0.40X0.40



PESO

AREA(cm2)

BxH(m)

PRIMER PISO

116671.20

2037.1

0.50X0.50

SEGHUNDO PISO

90319.2

1577.0

0.40X0.40

64447.2

1125.3

0.35X0.35


*#- METRADO DE CARGAS PARA SISMO

El e1/8' e e/l%// .' el .e' 8e l/ e151/ .' .%'# PRIMER PISO: REA TECHADA $ 2J#!x $ !*#! 2 PRI!ER PISO

!E"RADO

"O"AL (#$%)

PESO VIGAS EN XX VIGA 101

0.30!0.65!28.5!3!2.4

40.01

VIGA 102

0.25!0.65!28.5!2!2.4

22.23

VIGA 103

0.25#0.60#19#4#2.4

54.72

VIGA 104

0.25#0.50#19#2#2.4

11.40

PESO DE $OSA

0.3#541.5

162.45

PESO ACA%ADO

0.12#541.5

64.98

PESO TA%IQUERIA

0.1#541.5

54.15

SO%RECARGA

0.2#541.5#0.25

27.08

CO$UMNA C1

&0.4#0.4'0.30#0.30(#3.2#2#2.4

3.84

CO$UMNA C2

0.45#0.45#3.2#4#2.4

6.22

CO$UMNA C3

&0.4#0.4'0.4#0.4(#3.2#2#2.4

4.92

CO$UMNA C4

&0.4#0.4'0.35#0.35(#3.2#2.4

2.17

CO$UMNA C5

&0.45#0.45'0.35#0.35(#3.2#2.4

2.50

CO$UMNA C6

&0.45#0.45'0.35#0.35(#3.2#2.4

2.50

CO$UMNA C7

0.5#0.5#3.2#2#2.4

3.84

CO$UMNA C8

0.55#0.55#3.2#2#2.4

2.32

CO$UMNA C9

0.55#0.55#3.2#2#2.4

4.65

CO$UMNA C10

&0.45#0.45'0.45#0.45(#3.2#2.4

3.11

CO$UMNA C11

&0.5#0.5'0.45#0.45(#3.2#2.4

3.48

CO$UMNA C12

&0.50#0.50'0.45#0.45(#3.2#2.4

3.48

MURO )ACHADA

1.4#0.15#2.8#47.5

27.93

PESO DE VIGA ""

TOTA$*

507.98

SEGUNDO PISO: REA TECHADA $ 2J#!x $ !*#! 2

SE&U'DO PISO

!E"RADO

"O"AL (#$%)

PESO VIGAS EN X VIGA 101

0.30!0.65!28.5!3!2.4

40.01

VIGA 102

0.25!0.65!28.5!2!2.4

22.23

VIGA 103

0.25#0.60#19#4#2.4

54.72

VIGA 104

0.25#0.50#19#2#2.4

11.40

PESO DE $OSA

0.3#541.5

162.45

PESO ACA%ADO

0.12#541.5

64.98

PESO TA%IQUERIA

0.1#541.5

54.15

SO%RECARGA

0.2#541.5#0.25

27.08

CO$UMNA C1

&0.35#0.35'0.3#0.3(#2.8#2#2.4

2.86

CO$UMNA C2

0.4#0.4#2.8#4#2.4

4.30

CO$UMNA C3

&0.4#0.4'0.35#0.35(#2.8#2#2.4

3.80

CO$UMNA C4

&0.35#0.35'0.3#0.3(#2.8#2.4

1.43

CO$UMNA C5

&0.4#0.4'0.3#0.3(#2.8#2.4

1.68

CO$UMNA C6

&0.4#0.4'0.3#0.3(#2.8#2.4

1.68

CO$UMNA C7

0.45#0.45#2.8#2#2.4

2.72

CO$UMNA C8

0.45#0.45#2.8#2#2.4

2.72

CO$UMNA C9

0.5#0.5#2.8#2#2.4

3.36

CO$UMNA C10

&0.4#0.4'0.4#0.4(#2.8#2.4

2.15

CO$UMNA C11

&0.45#0.45'0.4#0.4(#2.8#2.4

2.44

CO$UMNA C12

&0.45#0.45'0.4#0.4(#2.8#2.4

2.44

MURO )ACHADA

1.4#0.15#2.8#47.5

27.93

PESO DE VIGA ""

TOTA$*

496.53

TERCER PISO: REA TECHADA $ 2J#!x $ !*#! 2 "ERCER PISO

!E"RADO

"O"AL (#$%)


0.30!0.65!28.5!3!2.4

40.01

VIGA 102

0.25!0.65!28.5!2!2.4

22.23

VIGA 103

0.25#0.60#19#4#2.4

54.72

VIGA 104

0.25#0.50#19#2#2.4

11.40

PESO DE $OSA

0.3#541.5

162.45

PESO ACA%ADO

0.12#541.5

64.98

PESO TA%IQUERIA

0.1#541.5

54.15

SO%RECARGA

0.2#541.5#0.25

27.08

CO$UMNA C1

&0.3#0.3#2.8'0.3#0.3#1.4(#2#2.4

1.81

CO$UMNA C2

0.35#0.35#2.8#4#2.4

3.29

CO$UMNA C3

&0.35#0.35'0.3#0.3(#2.8#2#2.4

2.86

CO$UMNA C4

&0.35#0.35#2.8'0.3#0.3#1.4(#2.4

1.13

CO$UMNA C5

&0.35#0.35#2.8'0.3#0.3#1.4(#2.4

1.13

CO$UMNA C6

&0.35#0.35#2.8'0.3#0.3#1.4(#2.4

1.13

CO$UMNA C7

0.4#0.4#2.8#2#2.4

2.15

CO$UMNA C8

0.4#0.4#2.8#2#2.4

2.15

CO$UMNA C9

0.4#0.4#2.8#2#2.4

2.15

CO$UMNA C10

&0.35#0.35'0.35#0.35(#2.8#2.4

1.65

CO$UMNA C11

&0.4#0.4'0.35#0.35(#2.8#2.4

1.90

CO$UMNA C12

&0.45#0.45'0.4#0.4(#2.8#2.4

2.44

MURO )ACHADA

1.4#0.15#2.8#42

24.70

PESO DE VIGA ""

TOTA$*

485.51

CUARTO PISO: REA TECHADA $ 2*#2x $ *!#J 2

CUAR"O PISO PESO VIGAS EN X

!E"RADO

"O"AL (#$%)

VIGA 101

0.30!0.65!24.2!3!2.4

33.98

VIGA 102

0.25!0.65!24.2!2!2.4

18.88

VIGA 103

0.25#0.60#19#4#2.4

27.36

VIGA 104

0.25#0.50#19#1#2.4

5.70

PESO DE $OSA

0.3#459.8

137.94

PESO ACA%ADO

0.12#459.8

55.18

PESO TA%IQUERIA

0.1#459.8

45.98

SO%RECARGA

0.2#459.8 #0.25

22.99

CO$UMNA C1

0.3#0.3#2.8#2#2.4

1.21

CO$UMNA C2

0.35#0.35#2.8#4#2.4

3.30

CO$UMNA C3

&0.35#0.35'0.3#0.3(#2.8#2#2.4

2.86

CO$UMNA C4

&0.35#0.35(#2.8#2.4

0.82

CO$UMNA C5

&0.35#0.35(#2.8#2.4

0.82

CO$UMNA C6

&0.35#0.35(#2.8#2.4

0.82

CO$UMNA C7

0.4#0.4#2.8#2#2.4

2.15

CO$UMNA C8

0.4#0.4#2.8#2#2.4

2.15

CO$UMNA C9

0.4#0.4#2.8#2#2.4

2.15

CO$UMNA C10

0.35#0.35#2.8#2#2.4

1.15

CO$UMNA C11

&0.4#0.4'0.35#0.35(#2.8#2.4

1.90

CO$UMNA C12

&0.4#0.4'0.35#0.35(#2.8#2.4

1.90

MURO )ACHADA

1.4#0.15#2.8#43.2

25.40

PESO DE VIGA ""

TOTA$*

394.64

QUINTO PISO: REA TECHADA $ 2*#2x $ *!#J 2 QUI'"O PISO

!E"RADO

"O"AL (#$%)


0.30!0.65!24.2!3!2.4

33.98

VIGA 102

0.25!0.65!24.2!2!2.4

18.88

VIGA 103

0.25#0.60#19#4#2.4

27.36

VIGA 104

0.25#0.50#19#1#2.4

5.70

PESO DE $OSA

0.3#459.8

137.94

PESO ACA%ADO

0.12#459.8

55.18

PESO TA%IQUERIA

0.1#459.8

45.98

SO%RECARGA

0.2#459.8 #0.25

22.99

CO$UMNA C1

0.3#0.3#1.4#2#2.4

0.61

CO$UMNA C2

0.35#0.35#1.4#4#2.4

1.65

CO$UMNA C3

&0.35#0.35'0.3#0.3(#1.4#2#2.4

1.43

CO$UMNA C4

&0.35#0.35(#1.4#2.4

0.41

CO$UMNA C5

&0.35#0.35(#1.4#2.4

0.41

CO$UMNA C6

&0.35#0.35(#1.4#2.4

0.41

CO$UMNA C7

0.4#0.4#1.4#2#2.4

1.08

CO$UMNA C8

0.4#0.4#1.4#2#2.4

1.08

CO$UMNA C9

0.4#0.4#1.4#2#2.4

1.08

CO$UMNA C10

0.35#0.35#1.4#2#2.4

0.58

CO$UMNA C11

&0.4#0.4'0.35#0.35(#1.4#2.4

0.95

CO$UMNA C12

&0.4#0.4'0.35#0.35(#1.4#2.4

0.95

PESO DE VIGA ""

TOTA$*

358.63

5.! CALCULO DE LA RIGIDEZ LATERAL POR MUTO # 'ILBUR # MODELO DINAMICO DE AMBOS"

E0 @0;0+ / 0( ,/H ,/0(=>( 7+, );=+ * 0<;, * ; ,/7/=>+ )+/0+ @)+ /=@ / 0( +8( / E/0 (8;=( / /0 7,//=/ =,(<(8+.

CONCLUSIONES

•

E /0 7,//=/ =,(<(8+ / += ?;/ (<-( );( )(/,( / 7,/ )/+(, 0+ /0/)/=+ /=,;=;,(0/ / ;( /=,;=;,(.

•

E )7,/<0/ /0 ;+ / +,)( *( ?;/ /=( + ( 0+ 7(,@)/=,+ //(,+ 7(,( ; <;/ /9+.

•

E0 7,//=/ =,(<(8+ / ;( /,,()/=( =0 7(,( =,+;,+ (0 /9+ /=,;=;,(0.

BIBLIOGRAFIA

INFORME analisis sismico

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