274826841-DISENO-SISMICO-DE-TANQUES-ENTERRADOS-ACI-350-3-06-xls

DISEÑO SISMICO DE TANQUE ENTERR SEGÚN ACI 350.3-06

DATOS: PAREDES:

LOSA TECHO: A= B= H= t=

5.00 2.27 1.55 0.20

m m m m

A= B= t=

2.27 m 5.00 m 0.20 m SI A < B ENTONCES

B / H= %& / H=

3.2258

%' / H=

0.1075

%& (/ H=

1.2823

%' (/ H=

1.4378

0.3750

PESO TOTAL DE TANQUE: )'*+=

2,400.00 Kgm3

),&=

1,000.00 Kgm3

,&=

23.56 kN

1,793.87 Kg

P124= !2 "# $ %& ' ( 2 "A $ %& ') *+-

= 9.807 ms2 E'= 21538.105766 Mpa  '= 21 Mpa

P,*t'= !2 "A ( B& ') *+-

P124= 10,817.7600 P,*t'= 6,979.2000

P,*'&= !2 "A ( B& ') *+-

P,*'&= 6,979.2000

7= pa/s ( s'+ ( s+m CALCULO DE !UER"AS DIN#MICAS LATERALES DATOS: I= R7& =

1.2500

R7' =

1.0000

3.2500

T& =

0.37 0.3720 20 s

T' =

2.90 2.9086 86 s 0.5626

$= C& = C' =

0.8000 0.2269

7= 24,776.1600

CALCULO DE MASAS IMPULSI8AS 9 CON8ECTI8AS & = *  "'a-!0.866"B%&)&"0.866"B%& "'a-!0.866"B%&)&"0.866"B%&

& =

355.2959

C = *  0.264"B%&"'a-!3.16"%B&)& 0.264"B%&"'a-!3.16"%B&)&

C =

641.1731

7= % ' :+- "103 g&

7=

0.0007

&=

&=

0.7675

=

0.7682

%=

0.5814

;=

219.1430

<=

4.8303

CALCULO DE PERODOS T& = 2 "mk& s = m; ( m * B % : 2 * g

%=

;m; ( m

S ; = E+  4106  "'&3

m; ( m

s ; 0.5%

%7= 0.78 T& = T' =

T' =

0.37 0.3720 20 s 2  B 

& <= "3.16 g 'a-!3.16"%B&)&

2.90 2.9086 86 s

CALCULO DE COE!ICIENTE DE MASA E!ECTI8A $= !0.0151 "B%&2 = 0.1908"B%& ( 1.021) > 1

$= 0.56264412

CALCULO DE COE!ICIENTE DE RESPUESTA SI T&  T E-'-+s

C&= SDS

SI T& > T E-'-+s

SI SDS= 23 SC? @a

SDS=

0.8000

T= S?1  S+

T=

0.5500

SD?=

0.66

C&= SD? / T&  SDS C&=

0.8000

SI T' @ ?.6T E-'-+s

C'= ?.5 SD? / T' @ ?.6 T

CALCULO DE MASAS IMPULSI8AS 9 CON8ECTI8AS & = *  "'a-!0.866"B%&)&"0.866"B%& "'a-!0.866"B%&)&"0.866"B%&

& =

355.2959

C = *  0.264"B%&"'a-!3.16"%B&)& 0.264"B%&"'a-!3.16"%B&)&

C =

641.1731

7= % ' :+- "103 g&

7=

0.0007

&=

&=

0.7675

=

0.7682

%=

0.5814

;=

219.1430

<=

4.8303

CALCULO DE PERODOS T& = 2 "mk& s = m; ( m * B % : 2 * g

%=

;m; ( m

S ; = E+  4106  "'&3

m; ( m

s ; 0.5%

%7= 0.78 T& = T' =

T' =

0.37 0.3720 20 s 2  B 

& <= "3.16 g 'a-!3.16"%B&)&

2.90 2.9086 86 s

CALCULO DE COE!ICIENTE DE MASA E!ECTI8A $= !0.0151 "B%&2 = 0.1908"B%& ( 1.021) > 1

$= 0.56264412

CALCULO DE COE!ICIENTE DE RESPUESTA SI T&  T E-'-+s

C&= SDS

SI T& > T E-'-+s

SI SDS= 23 SC? @a

SDS=

0.8000

T= S?1  S+

T=

0.5500

SD?=

0.66

C&= SD? / T&  SDS C&=

0.8000

SI T' @ ?.6T E-'-+s

C'= ?.5 SD? / T' @ ?.6 T

SI SD?= 23 SC1 @

SDS=

0.6600

P7 = IC $ Fpa/sG;

P7 =

1,872.78

P7( = IC $ F"pa/s2&G;

P7( =

936.39

P2 = IC $ Fs'+G;

P2 =

1,208.25

P& = IC $ F*G;

P& =

61.51

P' = IC+ $ F*+G;+

P' =

102.34

SI T' > ?.6T C'= . SDS / T' 

E-'-+s

C&=

0.2269

CALCULO DE !UER"AS DINAMICAS

CALCULO DE !UER"AS ESTA ESTATICAS ;1=

1 = s- 1 ( s- 

 27

;1 = 0.37552481

;=

1 ( s- 1 = s- 

 27

; = 2.66293993

;*=

1 = s-

 27

; =

;AE=

+s2" = & +s2 +s"(D& !s-"(D&s-"(&) +s"(D& +s

=1 = 'a- "k"1=k&&

!=

+s2 

0.5460095

 0  5

;AE = 3.33855504

D 15

;8 =

0.18

;8 =

0.48

= 0.01021621 != 1.00000002

+s H +s2 

P1 = 12 ka :s %2

P1 =

P = 16 kp :s %2

P = 1,706.0568 P1 = 1,049.4303

P* = 12 k :s %2 PAE = 12 :s %2 KAE "1=K& @ CARGA DE DISEÑO

721.7587

PAE = 5,261.6964

P= 5,261.6964 Kg DISEÑO MURO CORTINA AREA DE ACERO fy f'c d b

As.mi M resis) As )em2

4,210.00 Kg+m 210.00 Kg+m2 15.00 +m 100.00 +m 2

5.02 2742.4796218 Kg=m 3 J3

0

C.U Area Trib Mdise 145! 1.55

M+max

1.75

As

1649.90319 1649.90319027

#3

2.97 4.18947458

@

! 5,493.95 M"max ! 5,261.6964 360.00 $i%a $ac) $res

23.8693416

1099.93546 1099.93546018 

1.97 2.77053014 36.094175

4257.81468 9,792.55

=1.00742247 C&fiar e (&%! 7.5 Res)& a d*! . ,.,,,- m Deflexión de Viga= ,.,,/ m Deflexión permitida=

1ees!

J2 J2

J3 0.00

0.00

-3.61354368 -8.11203683

Deflexion=

O0

As.mi M resis) As )em2

5.02 2742.4796218 Kg=m J3 3

DISEÑO 1OSA AREA DE ACERO fy f'c d b

4,210.00 Kg+m 210.00 Kg+m2 15.00 +m 100.00 +m 2

C.U Area Trib Mdise 145! 2.3

M+max

2599

2599

3472 2.5

As

#3

4.75 6.69526458

@

! ! $i%a

3,930.43 M"max 0.0000 360.00

1732.66667 1732.66666667 

1ees!

14.9359295

3.13

4.4050534 22.7012004

$ac) $res

=1.34146682 C&fiar e (&%! 7.5 Res)& a d*! . ,.,,,6 m Deflexión de Viga= ,.,,6 m Deflexión permitida=

4520 9,792.55

J2 J2

J3 0.00

0.00

-3.793232536 -8.51541998

Deflexion=

O0

DO

LOSA CIMENTACIN: A= B= t=

2.27 m 5.00 m 0.20 m

GECTANL#AG

),= 3,000 SI Kg Kg Kg Kg

1600 Kgm3

Kg Kg

kN kN kN m

O 8 I S L U P M I

O 8 I T C E 8 N O C

g s g

g

Kg Kg Kg Kg Kg

#3 14.13

#/.7

#/ 39.41

23.66666667 42.33333333

# 56.73

As :in; 0.78

66

95

# 1.04 95.88 0.69 144.99

#7 0.59 170.57 0.31 327.56

0.47

1.75 #2.34 -.83 1.55

-.9

#/ 1.50 66.61 0.99 100.73

J4

eralteV!"#= eralte$%&#=

0.00

0.46 0.30

,.93 ,.,7

-36.8728947

#3 14.13

#/.7

23.66666667 42.33333333

#/ 39.41

# 56.73

66

95

# 1.67 60.00 1.10 91.19

#7 0.94 106.73 0.49 206.02

2.5 #3.74 .82.46

-,.3

#/ 2.40 41.68 1.58 63.35

0.74 0.48

J4

eralteV!"#=

0.00 -38.7064544

eralte$%&#=

,.96 ,.9

ESPECTROS DE DISEÑO AGIES 0? ASOCIACIN LATEMA#TECA ?E INLENIEGA SSIMICA P ESTGCTG

DATOS:

TAG QI##A SIRA

DEPARTAMENTO MUNICIPIO

BICACIN ?E GOPECTO

OG?ENA?A ESECTGA# ?E EGIO?O COGTO OG?ENA?A ESECTGA# CON EGIO?O ?E 1 SELN?O IN?ICE ?E SISMICI?A? C#ASE ?E SITIO TIO ?E @ENTE SISMICA ?ISTANCIA %OGIRONTA# CEGCANA A #A @ENTE SISMICA TIO ?E SISMO @ACTOG ?E ESCA#A @ACTOG LENEGICO ?E GE?CCIN ?E GESESTA SSMICA A#TGA ?E# E?I@ICIO SISTEMA ESTGCTGA#

INDICE DE SISMICIDAD Io

ESENCIAL E E ? C

5 4 3 2 /VaVa  $+/ - ssm  s

5  - 50 as

CLASE DE OBRA IMPORTANTE ORDINARIA E ? ? ? C C B B 5  - 50 as

UTILITARIA C C B A

10  - 50 as

N Ap+a

AUSTE OG C#ASE ?E SITIO COE@ICIENTE ?E SITIO COE@ICIENTE ?E SITIO ENTONCES

CLASE DE SITIO A

INDICE DE SISMICIDAD 1

F

31

3F

1.0

1.0

1.0

1.0

B C ? E

1.0 1.2 1.4 1.7

@

1.0 1.0 1.2 1.2

1.0 1.0 1.1 1.0

1.0 1.0 1.0 0.9

S // aa+W- sp+XY+a = Q/ s++W- 4.4.

CLASE DE SITIO A B C ? E @

INDICE DE SISMICIDAD 1 1.0 1.0 1.7 2.0 3.2

F 31 3F 1.0 1.0 1.0 1.0 1.0 1.0 1.6 1.5 1.4 1.8 1.7 1.6 2.8 2.6 2.4 S // aa+W- sp+XY+a = Q/ s++W- 4.4.

TIPO DE !UENTE

DESCRIPCION

MAJIMA MAGNITUDMOMENTO

A

@A##AS LEO#OLICAS CAACES ?E LENEGAG EQENTOS ?E LGAN MALNIT? P CON A#TA TASA ?E SISMICI?A? "-'a 1&

M b 7.0

B

@A##AS LEO#OLICAS ZE NO SON A  C

C

@A##AS LEO#OLICAS INCAACES ?E LENEGAG EQENTOS ?E LGAN MALNIT? P ZE TIENEN BAUA TASA ?E SISMICI?A?

M b 7.0 M < 7.0 M b 6.5 M < 6.5

NOTA 1[ #a \-a  sV++W-  La'maa - s +-s/a p/ a s'a-+a a a ]-' NOTA 2[ #a mag-' M ^  TC V- +-+/// sm'_-am-' +a- s +aY  `p  ]-'

TIPO DE !UENTE A B C

DISTANCIA HORI"ONTAL MAS CERCANA A !UENTE @   1.25 1.12 1.00

5  1.12 1.00 1.00

NOTA 1[ Tma/ a s'a-+a /\-'a  a ]-' sXsm+a sV/ a sp/Y+ - +-s/a/ as p/+-s  paNOTA 2[ `\a/  ]a+'/ Na  ma^/ aâ sa a +'ca/ 'as as ]-'s /a-'s.

DISTANCIA HORI"ONTAL MAS CERCANA A !UENTE SISMICA 

TIPO DE !UENTE

@   1.40 1.20 1.00

A B C

5  1.20 1.10 1.00

?0 1. 1. 1.

NOTA 1[ Tma/ a s'a-+a /\-'a  a ]-' sXsm+a sV/ a sp/Y+ - +-s/a/ as p/+-s  pa-  ]aa +â p/ NOTA 2[ `\a/  ]a+'/ Na  ma^/ aâ sa a +'ca/ 'as as ]-'s /a-'s.

AUSTE OG INTENSI?A?ES SSMICAS ESECIA#ES COE@ICIENTE ?E SITIO COE@ICIENTE ?E SITIO ENTONCES

!ACTORES DE ESCALA TIPO DE SISMO

PROBABILIDAD

OG?INAGIO

10  ?E SEG ECE?I?O EN 50 AdOS

SEQEGO ETGEMO MINIMO

05 ?E SEG ECE?I?O EN 50 AdOS 02 ?E SEG ECE?I?O EN 50 AdOS CON?ICION ?E ECECION

EECTGO CA#IBGA?O A# NIQE# ?E ?ISEdO GEZEGI?O

EGIO?O ?E TGANSICION "C-s/a ]  //a'as 2011&

A

ACELERACION MAJIMA DEL SUELO COMPONENTE 8ERTICAL DEL SISMO DE DISEÑO PERIODO EMPRICO PERIODO EMPRICO M#JIMO PERMITIDO

CONSTRUCCIN DE ESPECTRO DE RESPUESTA

T

T  0 0.10 0.15 0.20

S T 1.2000 1.2000 1.2000 1.2000

C 0.4800 0.4800 0.4800 0.4800

0.22

1.2000

0.4800

0.40 0.50 0.60 0.70 0.80 0.90 1.00 1.10 1.20 1.30 1.40 1.50 2.00 3.00 4.00

1.2000 1.2000 1.1000 0.9429 0.8250 0.7333 0.6600 0.6000 0.5500 0.5077 0.4714 0.4400 0.3300 0.2200 0.1650

0.4800 0.4800 0.4400 0.3771 0.3300 0.2933 0.2640 0.2400 0.2200 0.2031 0.1886 0.1760 0.1320 0.0880 0.0660

GRA!ICAS DE ESPECTRO DE RESPUESTA 1.4000 1.2000 1.0000 0.8000 0.6000 0.4000 0.2000 0.0000 0

0.5

1

1.5

2

2.5

3

3.5

4

# E#ABOG[ ANIBA# C%OC

La'maa La'maa

Scr 

1.50

g

S1r 

0.55

g

Io 

4

CS 

? B 10 Km SEQEGO 0.8 2.5 5 E=5.2

FUENTE = DIST = SISMO =

Kd  G % SE

TABLA .?

NI8EL MNIMO DE PROTECCION SISMICA 9 PROBABIIDAD DEL SISMO DE DISEÑO

@a 

1.00

@v 

1.50

Scs  Scr e @a 

1.50 g

S1s  S1r e @v 

0.83 g

 1.0

1.0 1.0 1.0 0.9

 1.0 1.0 1.3 1.5 2.4

TASA DE CORRIMIENTO  *2 1* TC b 5

.

COE!ICIENTE DE SITIO ! a

TABLA .3

COE!ICIENTE DE SITIO !v

E T N E U ! E D O P I T A C I M S I S

TC < 5 TC f 2 TC < 2 TC < 2

sXsm+a

5 .  A L B A T

ISMICA +*t1 ?  ?0  1.00 1.00 1.00   ]aa +â p/]-a $+a 10 Km.

TABLA .6

!ACTOR Na PARA PERIODOS CORTOS DE 8IBRACION

+*t1 ?  ?5 

 0 0 0

1.00

TABLA .

!ACTOR Nv PARA PERIODOS LARGOS DE 8IBRACION

1.00 1.00

]-a $+a 10 Km.

Na 

1.00

Nv 

1.00

Scs  Scr e @a * Na

1.50 g

 S1r e @v * Nv 

0.83 g

1s

!ACTOR d 0.66 0.80 1.00 0.55

TABLA .

!ACTORES DE ESCALA

Scd  Kd e Scs 

1.2 g

S1d  Kd e S1s 

0.66 g

Ts  S1d  Scd 

0.5500 s

Sd = 0.0 K Scd =

0.00 g

Svd = 0.?5 K Scd =

0.?00 g

Ta = T * H h X =

0.?5 s

= Ta * 1.40 =

0.2200 s

max

ALIES NSE 3=1

@E ?E EGGATAS 2

S "T& Cs

4.5

11

METODO 3 ACI 397 " ,/ 1OSAS AREA DE ACERO fy f'c d b Car%a M4er)a A%re%ada! Car%a $i=a ! A! >! era()e Mi. Rec&medad& Cas& N&. 9 ?" ?+1 ?+D ?" ?+1 ?+D

-<,,.,, 9,.,, ,.,, 9,,.,, ,7, /, .8 / 0.0807778

As.mM /ss' As 'mp

Kg+m2 Kg+m2 +m +m Kgm2 Kgm2 MT MT

Sma$ 0.0946 M

0.45

Ms 0.00000 A 0.00000 0.00000 0.00000 > 0.00000 0.00000

M=ma$ M(ma$

0 0.00

M=ma$ M(ma$

0 0.00

Cas&s De C&)i4idad b a ninguno

s as a

todos

1 a a ^ V

s as V

2 lados b y uno a

CASO m

1 1

0

1.00

0

0.95

0 0 0 0

2 1

1

0

0

0 0 0 0

0 0 0 0

0 0 0 0

0 0 0 0

0

0 0 0 0

A= A( Am( B= B( Bm(

0

0.90

0

0.85

0

0.80

0

0.75

0

0.70

0

0.65

0

0.60

0

0.55

0

0.50 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000

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

0 0

0

0 0

0

0 0

0

>A1ANCEO DE MOMENTOS

6.71 4875.519 4 2904.565 3

J3 J4 J5 9,./8--8 18.914894 29.489362

J3 Kg=m J3 Kg=m

i M2 / M1 ntonc)s M1' 894.0000 1' 3.1500 1' 0.3175 1' 0.4188 Mdb' 374.4244 M-' 519.5756 s' 0.6901 102.8880 o.3 @

M2' 17.75

49.5

31.75

2' 2' 2'

60.00 cm

Mdb' M-' 1.2CM

1.6CV

CU

3,8

-,,

3472

As 0.00 0.00

#3@ #DI$*, #DI$*,

!4@

!5@

!"#V$0%

!"#V$0%

!"#V$0%

!"#V$0%

0.00 0.00

#DI$*, #DI$*,

!"#V$0%

!"#V$0%

!"#V$0%

!"#V$0%

s' o.3 @

J6 J?IQ0 J?IQ0

0.0000 2.2700 0.4405 0.5812 519.5756 519.5756 0.6901 102.8880

J?IQ0

J?IQ0 J?IQ0

RESU1TADO t

'

0.10m

d losa '

0.07m

losa

&y'

Se)id& C&r)& h ' 6.2 mm h ' 6.2 mm

(i)l * +)nsi,n -ast,n

Se)id& 1ar%&

- a V

- a a

2 as a ^ - V

3 0

0

0 0 0 0

0 0 0 0

0

0 0 0 0

(i)l * +)nsi,n

h ' 6.2 mm

-ast,n

h ' 6.2 mm

4 0

0

0 0 0 0

0 0 0 0

0

0 0 0 0

5 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 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 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 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 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 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

70000 #

@ 0.20 @ 0.20

@ 0.20 @ 0.20

6 0

0

0 0 0 0

0 0 0 0

0

0 0 0 0

7 0

0

0 0 0 0

0 0 0 0

0

0 0 0 0

8 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 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 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 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 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 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

9 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 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 0 0 0 0

0 0 0 0 0

785 =

(

m(

0.036 0.036 0.04 0.033 0.045 0.029 0.05 0.026 0.056 0.023 0.061 0.019 0.068 0.016 0.074 0.013 0.081 0.01 0.088 0.008 0.095 0.006

1 0.036 0.036 0.04 0.033 0.045 0.029 0.05 0.026 0.056 0.023 0.061 0.019 0.068 0.016 0.074 0.013 0.081 0.01 0.088 0.008 0.095 0.006

m 1 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5

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

= 0.045 0.045 0.05 0.041 0.055 0.037 0.06 0.031 0.065 0.027 0.069 0.022 0.074 0.017 0.077 0.014 0.081 0.01 0.084 0.007 0.086 0.006

(

m(

0.027 0.027 0.03 0.025 0.034 0.022 0.037 0.019 0.041 0.017 0.045 0.014 0.049 0.012 0.053 0.01 0.058 0.007 0.062 0.006 0.066 0.004

2 0.018 0.018 0.02 0.016 0.022 0.014 0.024 0.012 0.026 0.011 0.028 0.009 0.03 0.007 0.032 0.006 0.034 0.004 0.035 0.003 0.037 0.002

= 0 0.076 0 0.072 0 0.07 0 0.065 0 0.061 0 0.056 0 0.05 0 0.043 0 0.035 0 0.028 0 0.022

( 0.027 0.032 0.031 0.029 0.035 0.027 0.04 0.024 0.045 0.022 0.051 0.019 0.057 0.016 0.064 0.014 0.071 0.011 0.08 0.009 0.088 0.007

m( 3 0.018 0.027 0.021 0.025 0.025 0.024 0.029 0.022 0.034 0.02 0.04 0.018 0.046 0.016 0.054 0.014 0.062 0.011 0.071 0.009 0.08 0.007

=

( 0.05 0.05 0.055 0.045 0.06 0.04 0.066 0.034 0.071 0.029 0.076 0.024 0.081 0.019 0.085 0.015 0.089 0.011 0.092 0.008 0.094 0.006

0.032 0.032 0.035 0.029 0.039 0.026 0.043 0.023 0.048 0.02 0.052 0.016 0.057 0.014 0.062 0.011 0.067 0.009 0.072 0.007 0.077 0.005

m( 4 0.027 0.027 0.03 0.024 0.033 0.022 0.036 0.019 0.039 0.016 0.043 0.013 0.046 0.011 0.05 0.009 0.053 0.007 0.056 0.005 0.059 0.004

=

( 0.075 0 0.079 0 0.08 0 0.085 0 0.083 0 0.085 0 0.086 0 0.087 0 0.088 0 0.089 0 0.09 0

0.032 0.027 0.034 0.024 0.037 0.021 0.041 0.019 0.044 0.016 0.047 0.013 0.051 0.011 0.055 0.009 0.059 0.007 0.063 0.005 0.067 0.004

274826841-DISENO-SISMICO-DE-TANQUES-ENTERRADOS-ACI-350-3-06-xls

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