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When combined with 3D convolution and deep curriculum learning optimization (CLO), itsignificantly improves
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1. EN ENCUENTROS
DETALLES ESTRUCTURALES(Proceso Constructivo)
LONGITUD DE DESARROLLO
BARRAS SUPERIORES
BARRAS INFERIORES
Barra Superior
Barra Inferior
h
LA LONGITUD "L" A PARTIR DEL
PRINCIPIO DE DOBLES A 90º
CUANDO h=30 CM, SE MEDIRA
.35
seg. Viga
.40
VIGA RECUNDARIA O PRINCIPAL
SOBRECIMIENTO
COLUMNA
INDICADO
INDICADO
0.10
.10
seg. Columna
.25
.25
C:H=1/8 + 25% P.M. 6" T.M.
CIMIENTO
C/H=1/10 + 30% P.G., 8" T.M.
.40
.40 .40
ESC. 1/ 25
SOLADO E= 4"
falso piso
Ld
LONGITUDES DE ANCLAJE TIPICO EN VIGAS
NOTA: EN CASO DE NO PODER DESARROLLAR LA LONGITUD "Ld", LA
DIFERENCIA ENTRE "Ld" Y LA LONGITUD DESARROLLADA SE
COLOCARA
EN "b", SIEMPRE QUE ESTA DIFERENCIA SEA MAYOR QUE "b".
(*): BARRAS HORIZONTALES SUPERIORES QUE TENGAN POR
DEBAJO MÁS
DE 30 CM. DE CONCRETO FRESCO.
(**): PARA BARRAS HORIZONTALES QUE EN EL DESARROLLO DE
VIGAS NO
TERMINEN EN GANCHO "b".
"R" minimo
VIGA
Ld
b
COLUMNA
O
PLACA
ELEVACION
Ld
VIGA
VIGA
b
Ld
1Ø3/8" (estribos
adicionales,
cuando no hay
columna)
VIGA
VIGA
b b
b
PLANTA
1Ø3/8" (estribo
adicional,
cuando no hay
columna)
Ø
3/8"
1/2"
5/8"
3/4"
1"
Lt (cm)
(traccion)
42
56
70
84
140
b (cm)
12
20
20
25
35
R (cm)
2.5
3.5
4
6
8
Lt (cm)
(traccion)(*)
63
84
105
126
208
Lc (cm)
(comp)(**)
22
29
37
44
59
"Ld" (cm) para f'c= 210kg/cm2
L/3
L/4
M
M
L/3 L/3
L/4 L/4 L/4
EMPALMES TRASLAPADOS PARA VIGAS
NOTAS:
A. NO EMPALMAR MAS DEL 50% DEL AREA TOTAL
EN UNA MISMA SECCION
B. EN CASO DE NO EMPALMARSE EN LAS ZONAS
INDICADAS, AUMENTAR LA LONGITUD DE
EMPALME EN UN 70%.
C.EN CASO DE CORTAR EL 100% DE VARILLAS,
INCREMENTAR LA LONGITUD DE EMPALME EN
70% O CONSULTAR AL PROYECTISTA.
REFUERZO INFERIOR
REFUERZO SUPERIOR
M/2
H
D. LAS VIGAS MAYORES DE 5.00 MTS. LLEVARAN UNA CONTRAFLECHA DE
"L/500".
E. DEBIDO A LA CONCENTRACIÒN DE ACERO EN COLUMNAS, EL ACERO
POSITIVO Y NEGATIVO DE LAS VIGAS PODRÀN COLOCARSE EN DOS
CAPAS COMO MAXIMO, LA SEGUNDA CAPA INFERIOR TENDRÀ EL MINIMO
DE VARILLAS. ESTA NOTA TIENE PRIORIDAD SOBRE LOS CORTES DE LAS
VIGAS.
Ø
REF. INFERIOR
H. cualquiera
0.30
0.45
0.55
0.65
1.15
H < .30
0.30
0.45
0.55
0.65
0.90
H >= .30
0.45
0.45
0.75
0.90
1.65
3/8"
1/2"
5/8"
3/4"
1"
REFUERZO SUPERIOR
VALORES DE "M"
DETALLE - ZONAS DONDE NO DEBEN HACERSE EMPALMES
L/3 ZONA
INTERIOR
3 3/8" @.10 ADIC. EN CL DE EMPALME
.30
ZONA SUPERIOR
EN VOLADIZO
ZONA SUPERIOR
EN APOYOS
ZONA SUPERIOR EN
APOYOS EXTREMOS
L/4
L/4 L/4 L/4
DETALLE DEL REFUERZO EN EL
NUDO VIGA COLUMNA
"Le"
H
2 h/3
h/6
h/6
N
O
T
A
S
-
E
M
P
A
L
M
E
S :
A
. E
M
P
A
L
M
A
R
E
N
D
I
F
E
R
E
N
T
E
S
P
A
R
T
E
S
T
R
A
T
A
N
D
O
D
E
H
A
C
E
R
L
O
S
E
M
P
A
L
M
E
S
F
U
E
R
A
D
E
L
A
Z
O
N
A
D
E
C
O
N
F
I
N
A
M
I
E
N
T
O
C
O
N
V
I
G
A
S
.
B
. N
O
E
M
P
A
L
M
A
R
M
A
S
D
E
L
5
0
%
D
E
L
A
R
E
A
T
O
T
A
L
D
E
A
C
E
R
O
E
N
U
N
A
M
I
S
M
A
S
E
C
C
I
O
N
.
C
. E
N
C
A
S
O
D
E
N
O
E
M
P
A
L
M
A
R
S
E
E
N
L
A
S
Z
O
N
A
S
I
N
D
I
C
A
D
A
S
,
A
U
M
E
N
T
A
R
L
A
L
O
N
G
I
T
U
D
D
E
E
M
P
A
L
M
E
E
N
U
N
7
0
%
,
O
C
O
N
S
U
L
T
A
R
A
L
P
R
O
Y
E
C
T
I
S
T
A
.
D
. E
N
L
A
S
U
N
I
O
N
E
S
V
I
G
A
-
C
O
L
U
M
N
A
,
E
N
I
N
T
E
R
S
E
C
C
I
O
N
E
S
D
E
L
O
S
R
E
F
U
E
R
Z
O
S
L
O
N
G
I
T
U
D
I
N
A
L
E
S
C
O
N
L
A
S
V
A
R
I
L
L
A
S
D
E
L
A
S
V
I
G
A
S
,
E
S
T
A
S
D
E
B
E
R
À
N
S
E
R
G
R
I
F
A
D
A
S
L
I
G
E
R
A
M
E
N
T
E
,
P
A
R
A
M
A
N
T
E
N
E
R
L
A
P
O
S
I
C
I
Ò
N
V
E
R
T
I
C
A
L
D
E
L
A
C
E
R
O
D
E
L
A
S
C
O
L
U
M
N
A
S
.
EMPALMES TRASLAPADOS
PARA COLUMNAS Y PLACAS
Ø
1/2"
5/8"
3/4"
1"
"Le" (m)
0.45
0.70
0.80
1.20
VIGA O LOSA
VIGA O LOSA
"Le"
h
L/3 L/3
L/4
m
L/4 L/4
m
L/3
L/4
DETALLE PARA CORTE DE VARILLAS EN TRACCION Y COMPRESION
- R. N. C. ( Normas E-020, E-030, E-050, E-060)
ZAPATAS : f'c = 210 Kg/cm2
VIGAS SECUNDARIAS : f'c = 210 Kg/cm2
COLUMNAS ESTRUCTURALES : f'c = 210 Kg/cm2
(C:H=1:10+30% PG. Ø6" máx.)
(C:H=1:8+25% PM. Ø4" max.)
- UNIDAD : Ladrillos King Kong de Arcilla
- CAPACIDAD PORTANTE : 2.0 Kg/cm2. (Verif. Estudio de Suelos)
5.00 ACERO
6.00 NORMAS
2.00 DEL SUELO
3.00 DE LAS SOBRECARGAS
4.00 RECUBRIMIENTOS
COLUMNA DE CONFINAMIENTO : f'c = 210 Kg/cm2
VIGAS SOLERAS = 4.00 cm.
COLUMNAS DE CONFINAMIENTO
- EMPALMES DE FIERRO
- ACERO CORRUGADO- Grado 60 : fy = 4200 Kg/cm2.
-VIGAS : As (-) : Tercio Central
As (+) : a L/4
-COLUMNAS : A 2L/3 (Tramo Central)
= 2.50 cm.
NIVELES 1°,2°,3° = 250 Kg/cm2.
- PROF. DE CIMENTACION : 1.50 m. (Minimo)
- MORTERO : C : A = 1 : 5
- JUNTA : 1.5 cm.
COLUMNAS ESTRUCTURALES
ZAPATAS = 7.0 cm.
= 4.00 cm.
- FACTOR DE ZONA(2) : 0.30
- Compresión Albañileria : f'm = 55 kg/cm2
- Ladrillo Macizo KK arcilla : 10 x 24 x 14
- Peso Especifico Albañileria : 1,800.00 kg/m3
03. ALBAÑILERIA
CIMIENTOS CORRIDOS : f'c = 100 Kg/cm2. (Cº Ciclopeo)
02. CONCRETO ARMADO
FALSO PISO : f'c = 140 Kg/cm2.
SOBRECIMIENTOS : f'c = 140 Kg/cm2.
SOLADO : f'c = 100 Kg/cm2.
VIGAS PRINCIPALES : f'c = 210 Kg/cm2
ESPECIFICACIONES TECNICAS
AZOTEA = 100 Kg/cm2.
ESCALERA = 250 Kg/cm2.
NOTA : CIMENTACION :
3) - PARA EL TRAZO DE CIMENTACION
2) - EL NIVEL DE CIMENTACION SERA = 1.15;
1) - TODAS LAS ZAPATAS TIENEN H = 0.60 ;
REGLAMENTO NACIONAL DE CONSTRUCCIONES
NORMAS DE DISEÑO SISMO RESISTENTE
ANCLAJE
LONGITUDES MINIMAS
Si tiene Alveolos estos
no excederan el 25%
3/4"
del Volumen
3/8"
Ø
1/4"
5/8"
1/2"
0.55
0.55
0.45
0.45
0.75
0.80
0.60
0.70
0.60
0.50
TRASLAPES
01. CONCRETO SIMPLE
VIGAS CHATAS = 2.50 cm.
CONCRETO f'c = 175 Kg/m2.
SALVO ESTE INDICADO EN PLANTA.
VER LOS PLANOS DE ARQUITECTURA.
DE ANCLAJE Y
TRASLAPE DE
ARMADURAS
: Ladrillos Bloquer de Arcilla
- Ladrillo Macizo BLQ arcilla : 19 x 30 x 12
Si tiene Alveolos estos
no excederan el 25%
del Volumen
DETALLE - DOBLADO DE
ESTRIBOS EN COLUMNAS,
PLACAS Y VIGAS
a
ESPECIFICADO
ESPECIFICADO
45°
45°
R
Ø
D
E
C
O
L
U
M
N
A
S
,
P
L
A
C
A
S
O
V
I
G
A
S
Ø
1/4"
3/8"
1/2"
R (cm)
1.2
2
4
a (cm)
6
10
13
0.25
0.25
DET. Ø EN CASO DE ENCUENTROS EN PLANTA
.25
0.25 0.25
0.25
0.25
18
17
.60
.20
1.10
.25
.60
16
.10
.15
15
14
13
12
SEGUNDO, CUARTO, SEXTO Y OCTAVO TRAMO
Ø1/2" @.20
Ø1/2" @.20
Ø1/2" @.20
.10
JUNTA 1/2"
Poliestireno
Ø1/2"@.15 Ø1/2"@.15
FALSO PISO
TRAMO N°1
S/C = 210 kg/m2
NOTA: el tramo se apoya
sobre el muro de
albañileria 1.15
.40
.178
.25
0.15
PRIMER TRAMO
DETALLE DE ESCALERA
ESC : 1/25
22
21
.60
1.10
.25
.60
20
.10
19
18
17
16
TERCER, QUINTO Y SÉPTIMO TRAMO
Ø1/2" @.20
Ø1/2" @.20
Ø1/2" @.20
MURO DE LADRILLO KING KONG
VIGA CHATA
.20
1.10
Ø1/2" @.20
VIGA CHATA
.15
MURO DE LADRILLO KING KONG
.15
MURO DE LADRILLO KING KONG
PLANO:
REGION:
CUSCO
DIRECCION:
PLANOS:
LAMINA:
FECHA: ESCALA:
INDICADAS
VIVIENDA COMERCIO
PROYECTO:
UBICACION :
PROVINCIA:
DISTRITO:
PROYECTISTAS:
CUSCO
PROPIETARIA:
GRUPO A C
DISEÑO Y CONSTRUCCIÓN
&
Sra. FIORELA NINACO DIAZ
SAN SEBASTIAN
Ing. RAUL CORIZA
ORCCOHUARANCCA
CIP: 78868
ENERO 2023
URB.
TUPAC
AMARU,
CALLE
VENTURA
MONJARAS,
MANZANA
N
-
LOTE
4A
Arq.YURI CORIZA
ORCOHUARANCCA
ESTRUCTURAS
E -03
DETALLES CONSTRUCTIVOS
ESTRUCTURALES