PREDIMENSIONAMIENTO DE VIGAS (PRINCIPALES Y SECUNDARIAS) PLANO T PICO 1°, 2° y 3° PISO PISO c
V P - 101
V P - 10 1 VS
VS
c
4.55
c
VP - 101
2.85 c
c
VP - 101
VS V P - 101
VS
3.30
VS
3.25 3.
V P - 10 1
VS VS
V P - 101
V P - 10 1
3.35
4.88 8.23
I.- PREDIMENSIONAMIENTO:
VIGAS PRINCIPALES : VP - 101 : b = L/20 (cm)= Por lo tanto :
18.50
, pero b mín :
25
b (cm) =
25.00
280*3.70 100*3.70 100*3.70
1036.00 370.00 370.00
(kg/m) (kg/m) (kg/m)
CM =
1776.00
(kg/m)
200*3.70
740.00
(kg/m)
CV =
740.00
(kg/m)
Wu =
3744.40
(kg/m)
h = L/10 h = L/12
h (cm) = h (cm) =
45.30 37.75
Luego :
h (cm) =
40.00
cm
1.- Metrado de Cargas: P. de losa = P. de Tabiq = P. acabad. =
S/C = Carga Amplificada =
2.- Altura de Viga : Pero :
Finalmente se asume:
VP - 101 = 0.25 x 0.40
3.70
II.- DISEÑO PO R FL EXIÓ EXIÓN N (VP) :
Wu x Ln2 / 16
Wu x Ln2 / 9
Wu x Ln2 / 9
Wu x Ln2 / 14
Wu x Ln2 / 14
2106.225
A) DMF
3744.40
Wu x Ln2 / 16
4802.40
A
C
B 2407.114
5488.46
B) REFUERZO LONGITUDINAL LONGITUDINAL : - Apoyo A ( Mto +):
Mu (Tn.m) = d (cm) = a (cm) = b (cm) = Ø= f´c (Kg/cm2) = fy (Kg/cm2) =
As
Mu * fy * (d a/2) As =
2.106 33.78 6.76 25.00 0.90 210.00 4200.00
a
1. 83 3
As * fy 0.85 * f' c * b a =
1. 72 5
ITERANDO ADECUADAMENTE: As As As As As As As As As
= = = = = = = = =
1.69272 1.68934 1.68926 1.68926 1.68926 1.68926 1.68926 1.68926 1.68926
a a a a a a a a a
= = = = = = = = =
1.59315 1.58997 1.58989 1.58989 1.58989 1.58989 1.58989 1.58989 1.58989
Finalmente tomamos: As = 1 .6 9 (Donde "As" en cm 2)
a = 1.59 (Donde "a" en cm)
Verificación de cuantías: Condición 0.0024
USAR: 2 Ø
N° 4
Mu (Tn.m) = d (cm) = a (cm) = b (cm) = Ø= f´c (Kg/cm2) = fy (Kg/cm2) =
As
3.744 33.78 6.76 25.00 0.90 210.00 4200.00
Mu
a
* fy * (d a/2) As =
3.258
As * fy 0.85 * f' c * b
a =
3.067
ITERANDO ADECUADAMENTE: As As As As As As As As As
= = = = = = = = =
3.07189 3.06355 3.06318 3.06317 3.06317 3.06317 3.06317 3.06317 3.06317
a a a a a a a a a
= = = = = = = = =
2.89119 2.88335 2.88300 2.88298 2.88298 2.88298 2.88298 2.88298 2.88298
Finalmente tomamos: As = 3.06 (Donde "As" en cm 2)
a = 2.88 (Donde "a" en cm)
Verificación de cuantías: Condición 0.0024
USAR: 3 Ø
Mu (Tn.m) = d (cm) = a (cm) = b (cm) = Ø= f´c (Kg/cm2) = fy (Kg/cm2) =
4.802 33.78 6.76 25.00 0.90 210.00 4200.00
4
- Apoyo C ( Mto +):
As
Mu * fy * (d a/2) As =
4.179
a
As * fy 0.85 * f' c * b
a =
3.933
ITERANDO ADECUADAMENTE: As As As As As
= = = = =
3.99352 3.98260 3.98196 3.98192 3.98192
a a a a a
= = = = =
3.75861 3.74833 3.74773 3.74769 3.74769
As As As As
= = = =
3.98192 3.98192 3.98192 3.98192
a a a a
= = = =
3.74769 3.74769 3.74769 3.74769
Finalmente tomamos: As = 3.98 (Donde "As" en cm 2)
a = 3.75 (Donde "a" en cm)
Verificación de cuantías: Condición 0.0024
USAR: 3 Ø
4
- CLARO A - B ( Mto -):
Mu (Tn.m) = d (cm) = a (cm) = b (cm) = Ø= f´c (Kg/cm2) = fy (Kg/cm2) =
As
2.407 33.78 6.76 25.00 0.90 210.00 4200.00
Mu
a
* fy * (d a/2) As =
2.095
As * fy 0.85 * f' c * b
a =
1.971
ITERANDO ADECUADAMENTE: As As As As As As As As As
= = = = = = = = =
1.94181 1.93756 1.93744 1.93744 1.93744 1.93744 1.93744 1.93744 1.93744
a a a a a a a a a
= = = = = = = = =
1.82758 1.82359 1.82348 1.82347 1.82347 1.82347 1.82347 1.82347 1.82347
Finalmente tomamos: As = 1.94 (Donde "As" en cm 2)
a = 1.82 (Donde "a" en cm)
Verificación de cuantías: Condición 0.0024
USAR: 3 Ø
- CLARO B - C ( Mto -):
Mu (Tn.m) = d (cm) = a (cm) =
5.488 33.78 6.76
3
b (cm) = Ø= f´c (Kg/cm2) = fy (Kg/cm2) =
As
25.00 0.90 210.00 4200.00
Mu * fy * (d a/2) As =
As * fy
a
4.776
0.85 * f' c * b
a =
4.495
ITERANDO ADECUADAMENTE: As As As As As As As As As
= = = = = = = = =
4.60469 4.59295 4.59215 4.59209 4.59209 4.59209 4.59209 4.59209 4.59209
a a a a a a a a a
= = = = = = = = =
4.33382 4.32278 4.32202 4.32197 4.32197 4.32197 4.32197 4.32197 4.32197
Finalmente tomamos: As = 4.59 (Donde "As" en cm 2)
a = 4.32 (Donde "a" en cm)
Verificación de cuantías: Condición 0.0024
USAR: 4 Ø N°4 + 1 Ø N°3
D) REFUERZO TRANSVERSAL :
Datos básicos: Uso = Columna = Viga = f ´c (Kg/cm2) = f y (Kg/cm2) =
E) DEC
5616.60
Vivienda
x x
0.25 0.25
0.40 0.40
210.00 4200.00
1
1 . 15
2
2
1
9753.23
2
+ -
+ 3.00 m
4.53 m
6459.09
1 . 15
8481.07
2
DISE O DE CORTANTE POR TRAMOS: d (peralte) x Vu Vud Vc ØVc
33.78 2.42302 9753.23 7890.35 6486.12 5513.20
cm m kg kg kg kg
Verificando:
Vud Vc OK!!
ØVc/2
2756.60
kg
a.- Ahora seleccionando el tr 9753.23 A B
7890.35 5513.20
C
2756.60 D E
0.34
m 1.05 m 1.74
TRAMO ABC Vu
m 2.42 m
y :
Vu
9753.23
Vn
Verificando:
Vn/ 2
kg
Vn
Vc
9282.76 kg Vc Entonces requiere refuerzo transversal
Vs
2796.64
Condiciones:
6486.12
refuerzo transversal minimo
12972.25
1.06 210 xb
25944.49
2 .12 210 x bx
12972.25
OK!!
>
2796.64
< < 72.04
16.89 60 cm
Vs
Entonces: s= s= s=
USAR
N° 3 N° de
cm cm
@
0.15
=
6
TRAMO C-D:
Vu = Vn =
5513.20 6486.12
kg kg
3243.06
<
6486.12
<
Se requiere refuerzo transversal minimo
Entonces : s= s=
50.44 16.89
USAR
N° 3 N° de
cm cm
@
0.15
=
5
TRAMO D-E
Vu Vn
2756.60 3243.06
kg kg
3243.06
<
3243.06
Entonces :
Por lo tanto:
6486.12
No requiere refuerzo por cortante
VP - 301
N° 3,
6 @ 0.15, 5 @ 0.15, 4 @ 0.15, rto @0.20 a/e
PREDIMENSIONAMIENTO DE COLUMNAS PLANO TÍPICO 1°, 2° y 3° PISO
VP - 101 VS
VS
C4
VP - 101
VS
VP - 101
C1
VS
VP - 101
VP - 101
VS
VS
VP - 101
C2
1.7 VS
VS VS
1.63 VP - 101
VP - 101
3.35
4.88
TIPO C1 (Primeros pisos)
Columna interior
TIPO C1 (4 últimos pisos superiores)
Columna interior
TIPO C2 , C3 TIPO C4
P = n = P = n = P = n = P = n =
Columna extremas Columna esquina
Columnas C1: 1.- Metrado de Cargas: P. de losa = P. de Tabiq = P. acabad. = P. viga = P. Columna =
280 100 100 100 60
(kg/m2) (kg/m2) (kg/m2) (kg/m2) (kg/m2)
1.1 0.3 1.1 0.25 1.25 0.25 1.5 0.2
Luego:
b*h
CM = + CV = CT =
640.00
(kg/m2)
200.00 840.00
(kg/m2) (kg/m2)
PG =
38,368.26 Kg
P n * f ´c
b*h =
669.92
b*h =
0.25 x 0.30
cm2
2.- Considerando el efecto de Cortante Basal: Uso = Ubicación = Suelo = Z = U = C = S = Area Edificada = Peso Viv.(Tn) = f ´c (Kg/cm2) = fy (Kg/cm2) =
Vc x H h n x n c x Ec xb 2
1/ 3
289,317.42
(Kg)
Vc =
405,044.39
(Kg)
36.33
Chiclayo Flexible y blando 0.40 1.00 2.50 1.40 114.81 840.00 210.00 4200.00
y también: Vc ZUCS x Pe
Pe =
h =
Vivienda
(cm)
Finalmente: b*h = OK !!!
0.35 x 0.40
Columnas C2: 1.- Metrado de Cargas: P. de losa = P. de Tabiq = P. acabad. =
280 100 100
(kg/m2) (kg/m2) (kg/m2)
P. viga = P. Columna =
Luego:
b*h
100 60
(kg/m2) (kg/m2)
CM = + CV = CT =
640.00
(kg/m2)
200.00 840.00
(kg/m2) (kg/m2)
PG =
13,823.78 Kg
P n * f ´c
b*h =
329.14
b*h =
0.25 x 0.25
cm2
2.- Considerando el efecto de Cortante Basal: Uso = Ubicación = Suelo = Z = U = C = S = Area Edificada = Peso Viv.(Tn) = f ´c (Kg/cm2) = fy (Kg/cm2) =
Vc x H h n x n c x Ec xb 2
1/ 3
289,317.42
(Kg)
Vc =
405,044.39
(Kg)
36.33
Finalmente: b*h = OK !!!
0.35 x 0.40
Columnas C4: 1.- Metrado de Cargas:
Chiclayo Flexible y blando 0.40 1.00 2.50 1.40 114.81 840.00 210.00 4200.00
y también: Vc ZUCS x Pe
Pe =
h =
Vivienda
(cm)
P. de losa = P. de Tabiq = P. acabad. = P. viga = P. Columna =
Luego:
b*h
280 100 100 100 60
(kg/m2) (kg/m2) (kg/m2) (kg/m2) (kg/m2)
CM = + CV = CT =
640.00
(kg/m2)
200.00 840.00
(kg/m2) (kg/m2)
PG =
13,988.52 Kg
P n * f ´c
b*h =
499.59
b*h =
0.25 x 0.25
cm2
2.- Considerando el efecto de Cortante Basal: Uso = Ubicación = Suelo = Z = U = C = S = Area Edificada = Peso Viv.(Tn) = f ´c (Kg/cm2) = fy (Kg/cm2) =
Vc x H h n x n c x Ec xb 2
1/ 3
289,317.42
(Kg)
Vc =
405,044.39
(Kg)
36.33
Finalmente: b*h = OK !!!
0.35 x 0.40
Chiclayo Flexible y blando 0.40 1.00 2.50 1.40 114.81 840.00 210.00 4200.00
y también: Vc ZUCS x Pe
Pe =
h =
Vivienda
(cm)
4.55
2.85
3.30
3.25
x PG x PG x PG x PG
