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DISEÑO DE ESCALERA
Diseño de Escalera
f'c = 210 Kg/cm2 H piso = 3.20f'y = 4200 Kg/cm2 H tramo = 1.70s/c = 400 Kg/cm2 e descan = 0.17
4.50 m
2.70 1.8
1.80 m
3.75m
1er Tramo
Des
can
so0.15 m
1.80 m2do Tramo
1° Tramo0.30
0.17
0
α X = 0.345 m
X Cos α = 0.87
Peso Propio = 1.00 1.00 0.17 2.40 = 0.408 Ton/m2
Carga por Unidad de Proyeccion Horizontal Sera:
Peso Propio=
0.408= 0.469 Ton/m2
Cos α 0.87
Peso de los Pasos = 0.170 0.30 1.00 2.4 3.19 = 0.195 Tn/m2
21er Tramo: P.P. x Unidad de Proyeccion Horizontal Sera = 0.469 Ton/m2
x x x x
Peso de los Pasos = 0.195 Ton/m2Acabados = 0.100 Ton/m2
WD = 0.764 Ton/m2WL = 0.400 Ton/m2
Wu = 1.4 WD + 1.7 WLWu = 1.7499 Ton/m2
Descanso: P.P. x Unidad de Proyeccion Horizontal Sera =
Peso Propio = 1.00 1.00 0.17 2.4 = 0.408 Ton/m2Acabados = 0.100 Ton/m2
WD = 0.508 Ton/m2WL = 0.400 Ton/m2
Wu = 1.4 WD = + 1.7 WL =
Wu = 1.3912 Ton/m2
1.750 1.391 Ton/m2
R1 R22.70 1.8
ΣF2 = 0 R1 + R2 = 1.75 x 2.70 + 1.39 x 1.80R1 + R2 = 7.23 Ton
ΣM2 = 0
R1 4.50 - 1.75 2.70 3.15 - 1.39 1.80 0.90 = 0
R1 = 3.81 Ton
R2 = 3.42 Ton
0 ≤ x ≤ 3.00
Mx = R1x - Wx^2= 0
2
x x x x
w w
x
x xx
x = 2.18 m
Momento Max. = 4.99 Ton-m
Cuantia minimaρb = 0.80 f'c ^0.5
= 0.0028f'y
d = t - (r+φ/2) = 12.37 cm
As min = ρb*b*d = 3.41 cm2
a min. = ρb*f'y^.5= 0.80
0.85* f 'c
As = a =As Fy
Ø Fy 0.9 d 0.85 f'c b
As =4.993
= 11.870.90 4200 0.90 x 12.37
a =11.870 x 4200
= 2.793 cm0.85 210 100
As =4.993
= 12.0430.90 4200 12.37 - 1.40
a =12.043 x 4200
= 2.834 cm0.85 210 100
As =4.993
= 12.0650.90 4200 12.37 - 1.42
a =12.065 x 4200
= 2.839 cm0.85 210 100
As =4.993
= 12.0680.90 4200 12.37 - 1.42
a =12.068 x 4200
= 2.840 cm0.85 210 100
MU
As =4.993
= 12.0680.90 4200 12.37 - 1.42
a =12.068 x 4200
= 2.840 cm0.85 210 100
As =4.993
= 12.068As+ Requerida
0.90 4200 12.37 - 1.42Usando Ø 1/2 S= 1.98 x 100 = 16 cm = 15 cm
12.07
Usar Ø 1/2 @ 15 cm
As- =As+
= 6.034 cm2As min = 0.0018 * b * d =
2 2.23 cm2
Refuerzo por Temperatura Ast = 0.0018 * b * t =3.06 cm2/cm
Ø 3/8 @ 0.71= 0.23
3.06
Usar Ø 3/8 @ 25.00 cm
