ANALISIS SISMICO ESTATICO (NORMA E-030) 1) PARAMETROS SISMORRESISTENTES -Zona: Ubicada en la ciudad de #icla&o) la cual $ertenece a la Zona 4, de alta sismicidad: Z4= 0.45
-Factor de Uso: Es una edificacion comun, edificio multifamiliar: U= 1 %sobrecarga= %sobrecarga en a!otea=
5% 5%
- "arametro del suelo: #omo no nos dan el ti$o de suelo, nos referenciamos en la !ona de cicla&o $or lo general es un suelo blando: '(= 1.1 ) *$=
1.0
- 'istema estructural: En este edificio $resenta "orticos como $rimer tanteo consideramos: "ara edificios de alba+ilera & $ara todos los edificios de concreto armado duales, de muros estructurales, #*= (5 ) =
2) FUERZA CORTANTE BASAL V
=
ZUSC R
∑ P
a) CALCULO DE PESO TOTAL DEL EDIFICIO ELEMENTOS ESTRUCTURALES /2 #6U782'
b3= b3=
0.(0 0.(0
3 3
0.0 0.(0
METRADO PI SO 1 2
AREA (M2) 72 72
CARGA (TN/2) 1 1
PESO 72 72 1 Tn
P!o To"a# E$%&%'%o ) CALCULO DEL FACTOR DE AMPLIFICACION SISMICA C* 'eg9n la norma E-0(0:
#=.5;<*$*>
o?
#=.5
#alculo del $eriodo de @ibracio de la estructura *:
*=m#*
2ltura del edificio desde el 8*8: "rofundidada cimiento su$erior desde el 8*8:
A= f= Entonces
Entonces
#=
#=
0.(15
B 1.00
m m
.5
C 0.15
D
') CALCULO DE LA CORTANTE CORTANTE BASAL +,+ /=
.B5
*n
3)DISTRIBUCION DE LAS FUERZAS DE SISMO SISM O EN ALTURA ALTURA Fi="3A"3A; 8i@el
"
A
"3AD
"3AD"3AD
Fi <*n>
Gi<*n>
1
B *n B *n 'U72
B (.5
504.0 5.0 B5
0.B 0.((( 1.000
14.50 B.45 22.275
14.50 .B5
) DETERMINACION DE LA RIGIDEZ LATERAL LATERAL 1 RIGIDEZ DE COLUMNAS COLUMN AS EN LA DIRECCION .-. a) In'%a $ 'o#na!
=b;(1
)R%%$ n 'o#na! 1
#-01 #-0 #-0( #-04 #-05 #-0
(0 (0 (0 (0 (0 (0
3 3 3 3 3 3
(0 (0 (0 (0 (0 (0
) ) ) ) ) )
= = = = = =
B500 cm4 B500 cm4 B500 cm4 B500 cm4 B500 cm4 B500 cm4
2 RIGIDEZ DE COLUMNAS EN LA DIRECCION 5-5
H-01 H-0 H-0( H-04 H-05 H-0
15 15 15 15 15 15
a) In'%a $ 'o#na!
=b;(1
)R%%$ n 'o#na! 1
#-01 #-0 #-0( #-04 #-05 #-0
(0 (0 (0 (0 (0 (0
3 3 3 3 3 3
) ) ) ) ) )
(0 (0 (0 (0 (0 (0
= = = = = =
B500 cm4 B500 cm4 B500 cm4 B500 cm4 B500 cm4 B500 cm4
3 R%%$ $ ,%a! n #a $%''%on .-. a) In'%a $ ,%a! =b;6(1 (0 3 0 = 540000.0 cm4 ) R%%$ n ,%a! 6u!= 5B0.0
cm
6
=
5B0
15 15 15 15 15 15
R%%$! $ ,%a! n #a $%''%on 5-5 a) In'%a $ ,%a! (0 3 0 = ) R%%$ n ,%a! 6u!= 5B0
I4B.4
H-01 H-0 H-0( H-04 H-05 H-0
cm(
6
5B0
cm
)
=
6 FORMULAS DE ILBUR Usaremos las siguientes formulas $ara calcular la rigides lateral $ara cada elemento estructural. 1 R%%$ #a"a# 4aa # 1 n" 4%!o
2 R%%$ #a"a# 4aa # 2 n" 4%!o 2=(48×)/(ℎ2×[(4×ℎ2)/(∑▒2 (ℎ1+ℎ2)/(∑▒ 1+(∑▒1)/12)+( (∑▒ 2)] )
1=(48× )/(ℎ1×[(4×ℎ1)/ (∑▒1)+(ℎ1+ℎ2)/(∑▒1+ (∑▒2)/12)] )
8 RIGIDEZ LATERAL DE LOS PORTICOS EN LA DIRECCION .-. a) PORTICO A-A I4B cmK
I4B cmK 05 cmK
205 cm² I4B cmK
157 cm²
#-01
05 cmK
I4B cmK
15B cmK
#-0(
1 R%%$ #a"a# 4aa # 1 n" 4%!o E= 1B(B1 Hgcm 1= 4(0.0 cm = ((0.0 cm 1= 5II.0 Hgcm
15B cmK
Ht=
1I5 cmK
c=
14 cmK
Ht1=
1I5 cmK
c1=
4B1 cmK
#-05
2 R%%$ #a"a# 4aa # 2 n" 4%!o E= 1B(B1 Hgcm 1= 4(0.0 cm = ((0.0 cm (= 0.0 cm
1=
.00
*ncm
= =
11(1.5 Hgcm 11.( *ncm
) PORTICO B-B I4B cmK
I4B cmK 05 cmK
205 cm² I4B cmK
05 cmK
I4B cmK
15B cmK
157 cm²
#-0
#-04
1 R%%$ #a"a# 4aa # 1 n" 4%!o E= 1B(B1 Hgcm 1= 4(0.0 cm = ((0.0 cm 1= 5II.0 Hgcm 1= .00 *ncm
15B cmK
Ht=
1I5 cmK
c=
14 cmK
Ht1=
1I5 cmK
c1=
4B1 cmK
#-0
2 R%%$ #a"a# 4aa # 2 n" 4%!o E= 1B(B1 Hgcm 1= 4(0.0 cm = ((0.0 cm (= 0.0 cm = 11(1.5 Hgcm = 11.( *ncm
7 RIGIDEZ LATERAL DE LOS PORTICOS EN LA DIRECCION 5-5 a) PORTICO 1-1 I4B cmK 05 cmK
05 cmK
I4B cmK
15B cmK
15B cmK
#-01
#-0
1 R%%$ #a"a# 4aa # 1 n" 4%!o E= 1B(B1 Hgcm 1= 4(0.0 cm = ((0.0 cm 1= (II0.0 Hgcm 1= (.II *ncm 2 R%%$ #a"a# 4aa # 2 n" 4%!o E= 1B(B1 Hgcm 1= 4(0.0 cm = ((0.0 cm (= 0.0 cm = B5.I5 Hgcm
Ht=
I4B cmK
c=
40I cmK
Ht1=
I4B cmK
c1=
(14 cmK
=
B.
*ncm
) PORTICO 2-2 I4B cmK 05 cmK
05 cmK
I4B cmK
15B cmK
15B cmK
#-0(
Ht=
I4B cmK
c=
40I cmK
Ht1=
I4B cmK
c1=
(14 cmK
Ht=
I4B cmK
c=
40I cmK
Ht1=
I4B cmK
c1=
(14 cmK
#-04
1 R%%$ #a"a# 4aa # 1 n" 4%!o E= 1B(B1 Hgcm 1= 4(0.0 cm = ((0.0 cm 1= (II0.0 Hgcm 1= (.II *ncm 2 R%%$ #a"a# 4aa # 2 n" 4%!o E= 1B(B1 Hgcm 1= 4(0.0 cm = ((0.0 cm (= 0.0 cm = B5.I5 Hgcm = B. *ncm ) PORTICO 3-3 I4B cmK 05 cmK
05 cmK
I4B cmK
15B cmK
15B cmK
#-05
#-0
1 R%%$ #a"a# 4aa # 1 n" 4%!o E= 1B(B1 Hgcm 1= 4(0.0 cm = ((0.0 cm 1= (II0.0 Hgcm 1= (.II *ncm 2 R%%$ #a"a# 4aa # 2 n" 4%!o E= 1B(B1 Hgcm
1= = (= = =
4(0.0 ((0.0 0.0 B5.I5 B.
cm cm cm Hgcm *ncm
6) CENTRO DE MASA . CENTRO DE RIGIDEZ 1. CENTRO DE M! D"#$%& ' " "* *',& ", " -" "-' '#'',%& "- -$m"$c& ",
c''"'-
E* c",& %" m'-' ", &%&- *&- ,$"*"- -&, 6m m
= =
3
m m 1. CENTRO DE R9:9DE;
3
6 =
6
3
6
!E:>NDO
8) TORSION EN PLANTA =±× =±_ 〖 + 〗 ?
81) E5CENTRICIDAD ACCIDENTAL* _=@5A .
eaccL=
5%
3
.00 m
=
eaccM=
0.(0 m
5% 3
82) E5CENTRECIDAD ESTRUCTURAL* ? = + ? ?
=
? = + ? ?
0
=
83) E5CENTRECIDAD TOTAL
9
:
NI,EL
e 3?
e3??
e&?
e&?
do "' 1er "'
-0.(0 m -0.(0 m
0.(0 m 0.(0 m
-0.0 m -0.0 m
0.0 m 0.0 m
? =± ? 〖 + 〗 ? _=±_ 〖 + 〗 ?
8) MOMENTOS TORSIONANTES =±×
NI,EL 1
Fi 14.5 B.4(
DIRECCION 5-5 e3? e3?? 7t3? -0.(0 m 0.(0 m -4.455 -0.(0 m 0.(0 m -.B5
DIR 7t3?? 4.455 .B5
Fi 14.5 B.4(
e&? -0.0 m -0.0 m
86) FUERZA TORSIONAL . FUERZAS DE DISE;O "7E 8/E6 D9RECC9ON 6
Po"%'o 2 N
& .00 .00
L -(.00 m (.00 m 'U72
&.L &.L Ftor? Ftor?? Ftor -1B.II40 5(.I(1BI 0.01B(I -0.01B( 0.01B(I 1B.II405 5(.I(1BI -0.01B4 0.01B( 0.01B(I 10B.IB((
3 (.II (.II (.II
M - 0 'U72
3.M 3.M Ftor? Ftor?? Ftor -(.I411 14(.4B0I5 0.1(4I05 -0.1(4I05(( 0.1(4I05 0 0 0 0 0 (.I4111 14(.4B0I5 -0.1(4I0B 0.1(4I05(( 0.1(4I05 B.I41BI
D9RECC9ON
Po"%'o 1 (
'EU8O 8/E6 D9RECC9ON 6
Po"%'o 2 N
& 11.( 11.(
L -(.00 m (.00 m 'U72
&.L &.L Ftor? Ftor?? Ftor -(4.I4B5( 104.45I( 0.44B(5I4 -0.44B(5I40( 0.44B(5I4 (4.I4B5(1 104.45I( -0.44B(5I 0.44B(5I40( 0.44B(5I4 0I.(51
M - 0 'U72
3.M 3.M Ftor? Ftor?? Ftor -4(.55(B11 1.(4 0.5001 -0.50014I 0.5001 0 0 0 0 0 4(.55(B10 1.(4 -0.50 0.50014I 0.5001 5.445I1
D9RECC9ON
Po"%'o 1 (
3 B. B. B.
FUEZ2 *28'62#826
7.43 B',3.7125 3.7125 3.7125
!E:>NDO B = RE:9DE;
14.85 B',-
1 2 3
RE:9DE;
RE:9DE;
11.3 11.3 6
7.425 7.425 7.425
1 2 3
7.2 7.2 7.2
A DISTORSION POR PISO
FUEZ2 OE O'EP
!E:>NDO
7.85 7.85
6
*on *on
1 2 3
2.1 2.48 2.1
*on *on
1 2 3
5.22 4.5 5.22
Zonas sismicas, seg9n 8orma E-0(0
*l=
1.
muros de ductilidad limitada
*= D
0.00 1.000
seg
4%!o
2$o 4%!o
(0 cm .I cmJ .I cmJ .I cmJ .I cmJ .I cmJ .I cmJ
((0 cm 04.55 cmJ 04.55 cmJ 04.55 cmJ 04.55 cmJ 04.55 cmJ 04.55 cmJ
4%!o
2$o 4%!o
(0 cm .I cmJ .I cmJ .I cmJ .I cmJ .I cmJ .I cmJ
540000.0
((0 cm 04.55 cmJ 04.55 cmJ 04.55 cmJ 04.55 cmJ 04.55 cmJ 04.55 cmJ =b;6(1 cm4
I4B.4
+ ℎ2+ℎ3)/
cm(
1.00 m
0
=
0.0 m
ECCION .-. e&?? 0.0 m 0.0 m
B',2.475 2.475 2.475 2.475
B',-
7t&? -.I1 -4.455
7t&?? .I1 4.455
4.5 4.5 4.5 4.5
*on *on *on
*on *on *on
