274826841-DISENO-SISMICO-DE-TANQUES-ENTERRADOS-ACI-350-3-06-xls
May 5, 2018 | Author: Ramiro Romero | Category: N/A
Short Description
Descripción: Hoja de calculo, tanques rectangulares según aci 350-3-06...
Description
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 Kgm3
),&=
1,000.00 Kgm3
,&=
23.56 kN
1,793.87 Kg
P124= !2 "# $ %& ' ( 2 "A $ %& ') *+-
= 9.807 ms2 E'= 21538.105766 Mpa '= 21 Mpa
P,*t'= !2 "A ( B& ') *+-
P124= 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
T E-'-+s
SI SDS= 23 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?= 23 SC1 @
SDS=
0.6600
P7 = IC $ Fpa/sG;
P7 =
1,872.78
P7( = IC $ F"pa/s2&G;
P7( =
936.39
P2 = IC $ Fs'+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 = 12 ka :s %2
P1 =
P = 16 kp :s %2
P = 1,706.0568 P1 = 1,049.4303
P* = 12 k :s %2 PAE = 12 :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&fiar e (&%! 7.5 Res)& a d*! . ,.,,,- m Deflexión de Viga= ,.,,/ m Deflexión permitida=
1ees!
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
1ees!
14.9359295
3.13
4.4050534 22.7012004
$ac) $res
=1.34146682 C&fiar e (&%! 7.5 Res)& a d*! . ,.,,,6 m Deflexión de Viga= ,.,,6 m Deflexión permitida=
4520 9,792.55
J2 J2
J3 0.00
0.00
-3.793232536 -8.51541998
Deflexion=
O0
DO
LOSA CIMENTACIN: A= B= t=
2.27 m 5.00 m 0.20 m
GECTANL#AG
),= 3,000 SI Kg Kg Kg Kg
1600 Kgm3
Kg Kg
kN kN kN m
O 8 I S L U P M I
O 8 I T C E 8 N O C
g s g
g
Kg Kg Kg Kg Kg
#3 14.13
#/.7
#/ 39.41
23.66666667 42.33333333
# 56.73
As :in; 0.78
66
95
# 1.04 95.88 0.69 144.99
#7 0.59 170.57 0.31 327.56
0.47
1.75 #2.34 -.83 1.55
-.9
#/ 1.50 66.61 0.99 100.73
J4
eralteV!"#= eralte$%&#=
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? ASOCIACIN LATEMA#TECA ?E INLENIEGA SSIMICA P ESTGCTG
DATOS:
TAG QI##A SIRA
DEPARTAMENTO MUNICIPIO
BICACIN ?E GOPECTO
OG?ENA?A ESECTGA# ?E EGIO?O COGTO OG?ENA?A ESECTGA# CON EGIO?O ?E 1 SELN?O IN?ICE ?E SISMICI?A? C#ASE ?E SITIO TIO ?E @ENTE SISMICA ?ISTANCIA %OGIRONTA# CEGCANA A #A @ENTE SISMICA TIO ?E SISMO @ACTOG ?E ESCA#A @ACTOG LENEGICO ?E GE?CCIN ?E GESESTA SSMICA A#TGA ?E# E?I@ICIO SISTEMA ESTGCTGA#
INDICE DE SISMICIDAD Io
ESENCIAL E E ? C
5 4 3 2 /VaVa $+/ - ssm s
5 - 50 as
CLASE DE OBRA IMPORTANTE ORDINARIA E ? ? ? C C B B 5 - 50 as
UTILITARIA C C B A
10 - 50 as
N Ap+a
AUSTE 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 // aa+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 // aa+W- sp+XY+a = Q/ s++W- 4.4.
TIPO DE !UENTE
DESCRIPCION
MAJIMA MAGNITUDMOMENTO
A
@A##AS LEO#OLICAS CAACES ?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 ZE NO SON A C
C
@A##AS LEO#OLICAS INCAACES ?E LENEGAG EQENTOS ?E LGAN MALNIT? P ZE TIENEN BAUA TASA ?E SISMICI?A?
M b 7.0 M < 7.0 M b 6.5 M < 6.5
NOTA 1[ #a \-a sV++W- La'maa - s +-s/a p/ a s'a-+a a a ]-' NOTA 2[ #a mag-' M ^ TC V- +-+/// sm'_-am-' +a- s +aY `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[ Tma/ a s'a-+a /\-'a a ]-' sXsm+a sV/ a sp/Y+ - +-s/a/ as p/+-s paNOTA 2[ `\a/ ]a+'/ Na ma^/ a^a 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[ Tma/ a s'a-+a /\-'a a ]-' sXsm+a sV/ a sp/Y+ - +-s/a/ as p/+-s pa- ]aa +^a p/ NOTA 2[ `\a/ ]a+'/ Na ma^/ a^a sa a +'ca/ 'as as ]-'s /a-'s.
AUSTE OG INTENSI?A?ES SSMICAS ESECIA#ES COE@ICIENTE ?E SITIO COE@ICIENTE ?E SITIO ENTONCES
!ACTORES DE ESCALA TIPO DE SISMO
PROBABILIDAD
OG?INAGIO
10 ?E SEG ECE?I?O EN 50 AdOS
SEQEGO ETGEMO MINIMO
05 ?E SEG ECE?I?O EN 50 AdOS 02 ?E SEG ECE?I?O EN 50 AdOS CON?ICION ?E ECECION
EECTGO CA#IBGA?O A# NIQE# ?E ?ISEdO GEZEGI?O
EGIO?O ?E TGANSICION "C-s/a ] //a'as 2011&
A
ACELERACION MAJIMA DEL SUELO COMPONENTE 8ERTICAL DEL SISMO DE DISEÑO PERIODO EMPRICO PERIODO EMPRICO M#JIMO PERMITIDO
CONSTRUCCIN 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
La'maa La'maa
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 MNIMO 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 ]aa +^a 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 $i=a ! A! >! era()e Mi. Rec&medad& Cas& N&. 9 ?" ?+1 ?+D ?" ?+1 ?+D
- 0.00000 0.00000
M=ma$ M(ma$
0 0.00
M=ma$ M(ma$
0 0.00
Cas&s De C&)i4idad b a ninguno
s as a
todos
1 a a ^ V
s as 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?IQ0 J?IQ0
0.0000 2.2700 0.4405 0.5812 519.5756 519.5756 0.6901 102.8880
J?IQ0
J?IQ0 J?IQ0
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 as 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
70000 #
@ 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
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