Des Arrollo

DETERMINACION DEL ES

E. GONZALES P. PARAMETROS DE CALCULO

Categoría B

Zona 4

Factor de Zona "Z" 0.45

Importancia

Factor "U" ".#

Edifcaciones Impo!an!es

Tipo S"

de!cripcion Roca o S$e%os m$& Ri'idos

Si!tema E!tr$ct$ra% A%(a)i%e*a Amada o Confnada A%(a)i%e*a Amada o Confnada

direccion e+e ,-, e+e -

Tp!# 0.4

Coe&iciente de Red$cci'n "R"

# #

Diec /-/

Irregularidades estructurales en altura Irregularidades de rigidez - piso blando

dir

xx

Dir

y-y

Irregularidades de resistencia- piso debil 

Dir

x-x

Dir

y-y

Irregularidades extrema rigidez

Dir

x-x

Dir

y-y

Irregularidades extrema resistencia

Dir

x-x

Dir

y-y

Irregularidades demasa y peso

 Ambas

direcciones

Irregularidades de geometria vercal 

Dir

x-x

Dir

y-y

disconnuidad en los sistemas resistentes

Dir

x-x

Dir

y-y

disconnuidad extremaen los sistemas resistentes

 Ambas direcciones

VALOR MAS CRITICO

Dir X-X

Dir Y-Y 

Irregularidad torsional extrema

Dir X-X

Dir Y-Y 

Esquinas entrantes

Dir X-X

Dir Y-Y 

Disconnuidad del diafragma sistemas no paralelos

 Ambas direcciones Dir X-X

" " " " " " " " "

Diec /-/

Irregularidades estructurales en planta Irregularidad torsional 

Factor "S" "

Dir Y-Y 

" " 0. " "

0.

VALOR MAS CRITICO

CALCULO DE PSEUDO-ACELERACI PSEUDO-ACELERACIONES ONES

DATOS

FACTORES

DATOS

Z 

0.45 ".# " 0.4 1.5

R° la

S Tp Tl

lp R g

C 

 

3.000 5.000

   &   %    &    r    i     d    a    S

4.000 #.000 1.000 ".000  0

1

4

3

2

"0

"1

2

"0

"1

Peri!d! "T#

3.000 5.000 4.000    $   %    $    r    i     d    a    S

#.000 1.000 ".000  0

1

4

3 Peri!d! "T#

1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.11 1.00 ".21 ".3 ".54 ".4# ".## ".15 "."2 "."" ".05 ".00 0.2# 0." 0.3# 0.53 0.50

 

0.45 0.41 0.# 0.#1 0.12 0.14 0.11 0." 0." 0."3 0."0 0.0 0.05 0.04 0.0# 0.0#

PECTRO PSEUDO ACELERCION

T!# 1.5

cion &-& " " " " " " " " "

cion &-& " " 0. " "

0.

Dir&%&

Dir $%$

# " 0. 1. .2"

# " 0. 1. .2"

T

Sa Dir X-X

0 0.01 0.04 0.03 0.02 0." 0."# 0."3 0." 0.11 0.15 0.12 0.#" 0.#4 0.# 0.4 0.45 0.5 0.55 0.3 0.35 0. 0.5 0.2 0.25 0. 0.5 " ".1 ".4 ".3 ".2 1

5.#"4 5.#"4 5.#"4 5.#"4 5.#"4 5.#"4 5.#"4 5.#"4 5.#"4 5.#"4 5.#"4 5.#"4 5.#"4 5.#"4 5.#"4 5.#"4 4.1# 4.15" #.235 #.54# #.10 #.0#3 1.2#4 1.35 1.50" 1.#31 1.1# 1."13 "." ".5"2 ".#12 "."2" ".03#

Sa Dir Y-Y  

5.#"4 5.#"4 5.#"4 5.#"4 5.#"4 5.#"4 5.#"4 5.#"4 5.#"4 5.#"4 5.#"4 5.#"4 5.#"4 5.#"4 5.#"4 5.#"4 4.1# 4.15" #.235 #.54# #.10 #.0#3 1.2#4 1.35 1.50" 1.#31 1.1# 1."13 "." ".5"2 ".#12 "."2" ".03#

" 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 " " " " " " " " " " " " " " " " "

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.11 1.00 ".21 ".3 ".54 ".4# ".## ".15 "."2 "."" ".05 ".00 0.2# 0." 0.3# 0.53 0.50

# 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

1.1 1.4 1.3 1.2 # #.1 #.4 #.3 #.2 4 5 3  2  "0

0.33 0.223 0.23 0.32 0.50 0.5" 0.430 0.4"0 0.#32 0.##1 0.1"# 0."42 0."02 0.02# 0.033 0.05#

0.33 0.223 0.23 0.32 0.50 0.5" 0.430 0.4"0 0.#32 0.##1 0.1"# 0."42 0."02 0.02# 0.033 0.05#

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

" " 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0.45 0.41 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0.# 0.#1 0.12 0.14 0.11 0." 0." 0."3 0."0 0.0 0.05 0.04 0.0# 0.0#

FACTORES DE ZONA

ONA

6ac!o de ona 77

"

0."

1

0.15

#

0.#5

4

0.45

SISTE'AS ESTRCTRALES

SISTEMA ESTRUCTURAL

Es!$c!$as Re'$%aes .5 2 

P89cos de Aceo P89cos de Conce!o Amado Sis!ema D$a% M$os Es!$c!$a%es

3

M$os de d$c9%idad %imi!ada

4 # 

A%(a)i%e*a Amada o Confnada Cons!$cci8n de Madea :Po es;$eORIA CA TE>ORIA A

Edifcaciones Esencia%es

6ac!o 7U7 ".5

B

Edifcaciones Impo!an!es

".#

C

Edifcaciones Com$nes

"

D

Edifcaciones Menoes

Ci!eio P

PARA'ETROS DEL SELO

s$e%o " 1 # 4 !p

So 0.2 0.2 0.2 0.2 0.#

S" " " " " 0.4

T%

#

1.5 !p

So S" S1 S#

0.# 0.4 0.3 "

0 0

0 0

0.5 0.5

" "

0

0

0.5

"

0

0

0.5

"

0 0

0. 0. 0.2 0.3

" " " "

0 0 0 0 S1 ".3 ".1 "."5 ".05 0.3

S# 1 ".4 ".1 "." "

1

".3

0 0 " 0 0

!% Roca D$a Roca o S$e%os m$& Ri'idos S$e%os In!emedios S$e%os B%andos

# 1.5 1 ".3

0 0 " 0

0.5 0.3 0. 0.25 0.

" " " " "

6?c

@' cm1

conce!o

"5

peso de% conce!o 1400

'm#

no pisos

aea

6?m

@' cm1

4

#3

a%(a)i%eia

0

1.4 E%as9cidad

"24#".#42 ' 'cm1

"24#"#42# 'm1 "24.#"#42 @>MM1 paa m$os  1.# m ! 0.15 m

i'a en e% (ode ! 0.15  0.3

%m$os e+e

3.01 m

%m$os e+e "24#"#.42

3.01 m

E%as9cidad

#50000000

i'a in!ena ! 0.15  0.4



!

en!anas

pe "200

anco 0.15

a%!$a ".1

ca'a dis!i($ida 540 ' m

#5000

peso de a%(a)i%eia "200

' m#

'cm1 'm1

i'a ca!a ! 

#0 10

'oso de %osa

R/ R&

1. 1.

TA(LE) St!r* Dri+s St!r* !ad Case,C!-

S!o&4 S!o&4 S!o&4 S!o&4 S!o&# S!o&# S!o&# S!o&# S!o&1 S!o&1 S!o&1 S!o&1 S!o&" S!o&" S!o&" S!o&"

Diap0rag-

LOSA " LOSA 1 LOSA # LOSA 4

peso %osa"

SISMO , Ma/ SISMO , Ma/ SISMO  Ma/ SISMO  Ma/ SISMO , Ma/ SISMO , Ma/ SISMO  Ma/ SISMO  Ma/ SISMO , Ma/ SISMO , Ma/ SISMO  Ma/ SISMO  Ma/ SISMO , Ma/ SISMO , Ma/ SISMO  Ma/ SISMO  Ma/

'ass & ';-sm 540.33 5#10.3 5#"4.03 #33.15

5#032.343

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,  ,  ,  ,  ,  ,  ,  , 

'ass $ ';-sm 540.33 5#10.3 5#"4.03 #33.15

0.000#" 0.00005 0.0000 0.000## 0.00044 0.000"0" 0.00004 0.00045 0.00051" 0.000""1 0.000"01 0.00045# 0.000#2 0.00002 0.00002 0.0001

diFG0.5GR c$mp%eH SI 0.0001 SI 0.000"51 SI 0.000"41 SI 0.00055 SI 0.00"000 SI 0.000105 SI 0.000"0 SI 0.000"" SI 0.00"055 SI 0.00011 SI 0.00010 SI 0.000" SI 0.00035 SI 0.000"3 SI 0.000"52 SI 0.000305

&C' m 1.251 1.2553 1.25 1."

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Dri+

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"040.35" ' 2#2#1.51533

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conce!o a!mado aceo a%a(a)i%eia madea

0.00 0.0" 0.005 0.0"

edifcio de conce!o amado mos d$c9%es

0.005

'3 ';-m "21.3

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