cimentacion
1
CISTERNA NPT=+0.77 NPT=-0.683 MUROS Y COLUMNAS EXISTENTES LEYENDA Z-2 Z-1 Z-1 Z-3 Z-4 Z-5 Z-6 Z-7 CIMENTACION ESC: 1 / 50 Z-8 Z-9 Z-10 Z-10 Z-11 Z-12 Z-13 Z-14 Z-15 UTILIZANDO UN ADITIVO VIGA DE CONEXION Y CIMIENTO CORRIDO SE UNIRÁ A LA ESTRUCTURA EXISTENTE C-1 C-1 C-1 C-1 C-2 C-1 2 3 4 6 5 7 A B 2.58 2.55 2.53 1.97 7.60 5.59 4.07 5.12 2.53 9.62 26.84 9.57 D E F H I K M O P Q R 0.30 4.68 0.30 4.53 0.25 5.45 0.34 C G J L N 6.11 5.35 3.84 2.00 3.58 3.30 3.19 3.18 3.19 3.17 3.30 33.98 B' 1.15 1.24 3.16 1.94 3.14 C-3 C-3 C-3 C-4 C-2 C-2 C-5 UTILIZANDO UN ADITIVO VIGA DE CONEXION Y CIMIENTO CORRIDO SE UNIRÁ A LA ESTRUCTURA EXISTENTE C-6 C-6 C-6 C-6 C-7 C-7 C-7 C-7 C-7 C-8 C-7 C-7 C-7 C-7 C-7 Z-16 Z-16 Ø 1/2" @ .15 Ø 1/2" @ .15 3.00 3.30 4.00 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 2.50 2.38 2.50 3.00 3.00 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 4.00 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 2.50 3.09 2.00 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 3.00 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 7.38 6.13 3.00 3.00 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 3.00 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 1.20 1.40 Ø 1/2" @ .15 Ø 1/2" @ .15 1.50 1.50 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 1.20 2.80 Ø 1/2" @ .15 Ø 1/2" @ .15 1.20 1.00 3.05 1.00 1.30 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 1.00 2.40 1.00 1.50 1.00 1.20 1.20 1.20 1.30 1.01 A A 0.41 3.45 3.00 3.00 3.00 2.30 3.00 Ø 1/2" @ .15 Ø 1/2" @ .15 1.50 1.50 Z-1 Z-1 B B C C C C C C D D E E E E F F G G H H H H G G G G I I J J J J J J K K K K L L L L M M L L F F F F F F F F N N N N N N O O P P Q Q Q Q R R C-7 C-7 1.00 1.20 1.20 1.20 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 Ø 1/2" @ .15 H' I' P P Z-8 Z- 9 Z-1 7 S S S S T T C-9 C-9 C-9 C-9 C-9 C-9 C-9 C-9 C-9 C-9 C-9 C-9 C-9 C-9 C-9 C-9 C-9 C-9 N.P.T. + 0.25 CONCRETO f'c=175 kg./cm2 .075 VC .075 .30 .075 .30 0.60 E:1/25 DETALLE TIPICO : COLUMNA - ZAPATA 0.10 0.40 2.90 Ø 3/8", @ 0.20 Estribos repartidos Ø 3/8", [email protected], [email protected], [email protected] A/S Resto@ 0.20 c/e. Refuerzo por sismo 4 estribos Ø 3/8" (EJES 3, G) 1.30 N.F.Z. - 1.20 0.60 0.60 0.60 N.T.N +0.00 EJE "3" CON EJE "G" N.F.C. - 1.30 1.70 0.25 0.40 2.40 0.40 2.65 Ø 3/8", [email protected], [email protected], [email protected] A/S Resto@ 0.20 c/e. Ø 3/8", [email protected], [email protected], [email protected] A/S Resto@ 0.20 c/e. Ø 3/8", [email protected], [email protected], [email protected] A/S Resto@ 0.20 c/e. 3.00 0.90 0.50 VP 0.50 Refuerzo por sismo 4 estribos Ø 3/8" 0.90 0.25 VP Refuerzo por sismo 4 estribos Ø 3/8" 0.90 0.20 VP 0.20 0.20 0.50 SOLADO 0.30 ESC : 1/25 DETALLE VIGA DE CONEXION V-C, EJE G 3 Ø 1" + 1 Ø3/4" 2 Ø 1"+1 Ø 3/4" Ø 3/8" [email protected], [email protected], [email protected], Resto @0.25 4.00 SOLADO 0.30 3.00 0.10 0.60 0.60 3 0.45 3.77 SOLADO 5 0.45 2 Ø 1/2" 0.30 1.30 0.45 X 0.45 0.45 X 0.45 C-1 C-2 CUADRO DE COLUMNAS 6 Ø 1"+2 Ø 3/4" TIPO DE COLUMNA SECCION REFUERZO PRINC. REFUERZO GEOMETRIA TRANSVERSAL Ø3/8", [email protected], [email protected], [email protected], [email protected] c/e. 0.45 0.45 D= 0.45 m. C-3 4 Ø 1"+2 Ø 3/4" 0.45 X 0.35 C-5 0.45 0.35 0.10 8 Ø 5/8" C-4 4 Ø 5/8" + 2 Ø 1/2" Ø3/8", [email protected], [email protected], [email protected], [email protected] c/e. Ø3/8", [email protected], [email protected], [email protected], [email protected] c/e. Ø3/8", [email protected], [email protected], [email protected], [email protected] c/e. 0.40 X 0.25 C-6 0.40 0.25 0.15 0.45 0.45 0.15 0.45 0.35 4 Ø 5/8" + 2 Ø 1/2" D= 0.35 m. 0.10 4 Ø 5/8" + 2 Ø 1/2" 0.25 X 0.25 C-7 0.25 0.25 0.10 4 Ø 5/8" 0.25 X 0.25 C-8 0.25 0.25 0.10 4 Ø 1/2" Ø3/8", [email protected], [email protected], [email protected], [email protected] c/e. Ø3/8", [email protected], [email protected], [email protected], [email protected] c/e. Ø3/8", [email protected], [email protected], [email protected], [email protected] c/e. Ø3/8", [email protected], [email protected], [email protected], [email protected] c/e. NOTA: El anclaje de la espiral debe consistir en 1.5 vueltas adicionales de la barra o alambre en cada extremo de la espiral. Longitud del empalme por traslape = 0.65m. 0.40 X 0.25 C-9 0.40 0.25 0.10 6 Ø 1/2" Ø3/8", [email protected], [email protected], [email protected], [email protected] c/e. N.P.T. + 0.25 CONCRETO f'c=175 kg./cm2 .075 VC .075 .30 .075 .30 0.60 E:1/25 DETALLE TIPICO : COLUMNA - ZAPATA 0.10 0.40 2.90 Ø 3/8", @ 0.20 Estribos repartidos Ø 3/8", [email protected], [email protected], [email protected] A/S Resto@ 0.20 c/e. Refuerzo por sismo 4 estribos Ø 3/8" (EJES 3, G) 1.30 N.F.Z. - 1.20 0.60 0.60 0.60 N.T.N +0.00 EJE "3" CON EJE "G" N.F.C. - 1.30 1.70 0.25 0.40 2.40 0.40 2.65 Ø 3/8", [email protected], [email protected], [email protected] A/S Resto@ 0.20 c/e. Ø 3/8", [email protected], [email protected], [email protected] A/S Resto@ 0.20 c/e. Ø 3/8", [email protected], [email protected], [email protected] A/S Resto@ 0.20 c/e. 3.00 0.90 0.50 VP 0.50 Refuerzo por sismo 4 estribos Ø 3/8" 0.90 0.25 VP Refuerzo por sismo 4 estribos Ø 3/8" 0.90 0.20 VP 0.20 0.20 0.50 Dpto: LA LIBERTAD Prov: GRAN CHIMU Distr: CASCAS UBICACIÓN: LAMINA: PROPIETARIO: PROYECTO: PROYECTISTA: INDICADA ESCALA: FECHA: OCTUBRE 2011 G & C CONSULTORES S.A.C. E-01 LAMINA: DISEÑO: G C Jr. MIGUEL GRAU S/N. SUB CAFAE - GRAN CHIMU ESTRUCTURAS CASCAS - LA LIBERTAD CIMENTACIÓN INFRAESTRUCTURA CONSTRUCCION DE LA SUB CAFAE - GRAN CHIMU CASCAS - LA LIBERTAD
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CIS
TE
RN
A
NP
T=+0.77N
PT=-0.683
MU
RO
S Y
CO
LUM
NA
S EXISTEN
TES
LEY
EN
DA
Z-2
Z-1Z-1
Z-3
Z-4
Z-5
Z-6
Z-7
CIM
EN
TA
CIO
NE
SC
: 1 / 50
Z-8Z-9
Z-10
Z-10
Z-11
Z-12
Z-13
Z-14Z-15
UTILIZA
ND
O U
N A
DITIV
O
VIG
A D
E C
ON
EX
ION
Y C
IMIE
NTO
CO
RR
IDO
SE
UN
IRÁ
A LA
ES
TRU
CTU
RA
EX
ISTE
NTE
C-1
C-1
C-1
C-1
C-2
C-1
23
4
6
1´
5
7AB
2.582.55
2.531.97
7.60
5.59
4.07
5.122.53
9.62
26.84
9.57
DEFHIKMOPQR0.30
4.680.30
4.530.25
5.450.34
C
G
J
L
N
6.11
5.35
3.84
2.00
3.58
3.30
3.19
3.18
3.19
3.17
3.30
33.98
B'
1.15
1.24
3.16
1.94
3.14
C-3
C-3
C-3
C-4
C-2
C-2
C-5
UTILIZA
ND
O U
N A
DITIV
O
VIG
A D
E C
ON
EX
ION
Y C
IMIE
NTO
CO
RR
IDO
SE
UN
IRÁ
A LA
ES
TRU
CTU
RA
EX
ISTE
NTE
C-6
C-6
C-6
C-6
C-7
C-7
C-7
C-7
C-7
C-8
C-7
C-7
C-7
C-7
C-7
Z-16
Z-16
Ø 1/2" @ .15
Ø 1/2" @
.15
3.00
3.30
4.00
Ø 1/2" @
.15
Ø 1/2" @ .15
Ø 1/2" @ .15
Ø 1/2" @
.15
2.50
2.38
2.50
3.00
3.00
Ø 1/2" @ .15 Ø 1/2" @ .15
Ø 1/2" @
.15
4.00
Ø 1/2" @ .15 Ø 1/2" @ .15
Ø 1/2" @
.15
2.50
3.09
2.00
Ø 1/2" @ .15
Ø 1/2" @ .15 Ø 1/2" @
.15
3.00
Ø 1/2" @ .15 Ø 1/2" @ .15
Ø 1/2" @
.15
7.38
6.13
3.00
3.00
Ø 1/2" @ .15 Ø 1/2" @ .15
Ø 1/2" @
.15
3.00
Ø 1/2" @ .15 Ø 1/2" @ .15
Ø 1/2" @
.15
Ø 1/2" @ .15 Ø 1/2" @ .15
Ø 1/2" @
.15 Ø
1/2" @ .15
1.20
1.40
Ø 1/2" @ .15 Ø
1/2" @ .15
1.50
1.50
Ø 1/2" @
.15
Ø 1/2" @ .15
Ø 1/2" @ .15 Ø 1/2" @
.15
1.20
2.80
Ø 1/2" @
.15
Ø 1/2" @ .15
1.20
1.00
3.05
1.00
1.30
Ø 1/2" @
.15
Ø 1/2" @ .15
Ø 1/2" @ .15
Ø 1/2" @
.15
1.00
2.40
1.00
1.50
1.00
1.201.20
1.20
1.30
1.01
AA
0.41
3.45
3.00
3.003.00
2.30
3.00
Ø 1/2" @
.15
Ø 1/2" @ .15
1.50
1.50
Z-1
Z-1
BB
CC
CC
CCDD
E E
E E
F F
GG
HH
HH
GG
GG
II
JJ
JJ
JJ
KK
KK
LLLL
MMLL
F F
F F
F F
FF
NN
NN
NN
OO
PP
RR
C-7
C-7
1.00
1.201.20
1.20
Ø 1/2" @
.15
Ø 1/2" @ .15
Ø 1/2" @
.15
Ø 1/2" @ .15
Ø 1/2" @ .15
Ø 1/2" @
.15
Ø 1/2" @
.15 Ø 1/2" @ .15
Ø 1/2" @
.15
Ø 1/2" @ .15
Ø 1/2" @ .15
Ø 1/2" @
.15
Ø 1/2" @
.15 Ø 1/2" @ .15
H'I'
PP
Z-8Z-9
Z-17
SS
SS
T T
C-9
C-9
C-9
C-9
C-9
C-9
C-9
C-9
C-9
C-9
C-9
C-9
C-9
C-9
C-9
C-9
C-9
C-9
N.P.T. + 0.25
CO
NC
RETO
f'c=175 kg./cm2
.075
VC
.075.30
.075.30
0.60
E:1/25
DE
TALLE
TIPIC
O : C
OLU
MN
A - ZA
PA
TA
0.10
0.40
2.90
Ø 3/8", @
0.20Estribos repartidos
Ø 3/8", 1@
.05, [email protected], 3@
.15 A/S
Resto@ 0.20 c/e.
Refuerzo por sism
o4 estribos Ø
3/8"
(EJE
S 3, G
)
1.30
N.F.Z. - 1.20
0.60
0.60
0.60
N.T.N
+0.00EJE "3" C
ON
EJE "G"
N.F.C
. - 1.30
1.70
0.25
0.40
2.40
0.40
2.65
Ø 3/8", 1@
.05, [email protected], 2@
.15 A/S
Resto@ 0.20 c/e.
Ø 3/8", 1@
.05, [email protected], 3@
.15 A/S
Resto@ 0.20 c/e.
Ø 3/8", 1@
.05, [email protected], 3@
.15 A/S
Resto@ 0.20 c/e.
3.00
0.90
0.50
VP
0.50
Refuerzo por sism
o4 estribos Ø
3/8"0.90
0.25
VP
Refuerzo por sism
o4 estribos Ø
3/8"0.90
0.20
VP
0.20
0.20
0.50
SOLAD
O
0.30
ESC
: 1/25
DETALLE
VIG
A DE
CO
NEX
ION
V-C, EJE G
3 Ø 1" + 1 Ø
3/4"
2 Ø 1"+1 Ø
3/4"
Ø 3/8" 1@
0.05, [email protected], 5@
.15, Resto @
0.25
4.00
SOLAD
O
0.30
3.00
0.10
0.60
0.60
30.45
3.77
SO
LADO
50.45
2 Ø 1/2"
0.30
1.30
0.45 X 0.45
0.45 X 0.45
C-1
C-2
CU
AD
RO
DE
CO
LUM
NA
S
6 Ø 1"+2 Ø
3/4"
TIPO
DE
CO
LUM
NA
SEC
CIO
N
REFU
ER
ZO PR
INC
.
REFU
ER
ZO
GEO
ME
TRIA
TRA
NS
VER
SAL Ø
3/8", [email protected], 5@
.10,
[email protected] c/e.
0.45
0.45
D= 0.45 m
.
C-3
4 Ø 1"+2 Ø
3/4"
0.45 X 0.35
C-5
0.45
0.35
0.10
8 Ø 5/8"
C-4
4 Ø 5/8" + 2 Ø
1/2"
Ø3/8", 1@
.05, [email protected],
[email protected] c/e.
Ø3/8", 1@
.05, [email protected],
[email protected] c/e.
Ø3/8", 1@
.05, [email protected],
[email protected] c/e.
0.40 X 0.25
C-6
0.40
0.25
0.15
0.45
0.45
0.15
0.450.35
4 Ø 5/8" + 2 Ø
1/2"
D= 0.35 m
.
0.10
4 Ø 5/8" + 2 Ø
1/2"
0.25 X 0.25
C-7
0.25
0.25
0.10
4 Ø 5/8"
0.25 X 0.25
C-8
0.25
0.25
0.10
4 Ø 1/2"
Ø3/8", 1@
.05, [email protected],
[email protected] c/e.
Ø3/8", 1@
.05, [email protected],
[email protected] c/e.
Ø3/8", 1@
.05, [email protected],
[email protected] c/e.
Ø3/8", 1@
.05, [email protected],
[email protected] c/e.
NO
TA: E
l anclaje de la espiral debe consistir en 1.5 vueltas adicionales de la barra o alambre en cada extrem
o de la espiral. Longitud del em
palme por traslape = 0.65m
.
0.40 X 0.25
C-9
0.40
0.25
0.10
6 Ø 1/2"
Ø3/8", 1@
.05, [email protected],
[email protected] c/e.
N.P.T. + 0.25
CO
NC
RETO
f'c=175 kg./cm2
.075
VC
.075.30
.075.30
0.60
E:1/25
DE
TALLE
TIPIC
O : C
OLU
MN
A - ZA
PA
TA
0.10
0.40
2.90
Ø 3/8", @
0.20Estribos repartidos
Ø 3/8", 1@
.05, [email protected], 3@
.15 A/S
Resto@ 0.20 c/e.
Refuerzo por sism
o4 estribos Ø
3/8"
(EJE
S 3, G
)
1.30
N.F.Z. - 1.20
0.60
0.60
0.60
N.T.N
+0.00EJE "3" C
ON
EJE "G"
N.F.C
. - 1.30
1.70
0.25
0.40
2.40
0.40
2.65
Ø 3/8", 1@
.05, [email protected], 2@
.15 A/S
Resto@ 0.20 c/e.
Ø 3/8", 1@
.05, [email protected], 3@
.15 A/S
Resto@ 0.20 c/e.
Ø 3/8", 1@
.05, [email protected], 3@
.15 A/S
Resto@ 0.20 c/e.
3.00
0.90
0.50
VP
0.50
Refuerzo por sism
o4 estribos Ø
3/8"0.90
0.25
VP
Refuerzo por sism
o4 estribos Ø
3/8"0.90
0.20
VP
0.20
0.20
0.50
Dpto: LA
LIBE
RT
AD
Prov: G
RA
N C
HIM
UD
istr: CA
SC
AS
UB
ICA
CIÓ
N:
LA
MIN
A:
PR
OP
IET
AR
IO:
PR
OY
EC
TO
:
PR
OY
EC
TIS
TA
:
IND
ICA
DA
ES
CA
LA:
FE
CH
A:
OC
TU
BR
E 2011
G & C CONSULTORES S.A.C.
E-01
LA
MIN
A:
DISEÑO:
GC
Jr. MIG
UE
L GR
AU
S/N
.
SU
B C
AF
AE
- GR
AN
CH
IMU
ES
TR
UC
TU
RA
S
CA
SC
AS
- LA LIB
ER
TA
D
CIM
EN
TA
CIÓ
N
INF
RA
ES
TR
UC
TU
RA
CO
NS
TR
UC
CIO
N D
E LA
SU
B C
AF
AE
- GR
AN
CH
IMU
CA
SC
AS
- LA LIB
ER
TA
D
