DIMENSIONAMIENTO DE ESCALERANORMA DE DISEÑO: EHE-2010 CALCULISTA: ING. EGDO. HAPA

DENOMINACION DE ESCALERA: ESCALERA INTERIOR TIPO DE ESCALERA: ESCALERA SIMPLEMENTE APOYADA CON UN DESCANSO

1.- DATOS MATERIALESTipo y calidad del acero B 500 S 1.5 1.15 fyd 434.8 [Mpa] 400 [Mpa]

Tipo y calidad del horm H 21 1.6 1.5 fcd 14 [Mpa] E 200000 [Mpa]

Control de ejecucion: NORMAL

2.- GEOMETRIA DE LA ESCALERA

Datost1= 1.12 m b = 1.33 m d = 2 m H = 2.63 mt2= 2.24 m c = 0.175 m h = 0.28 m e = 0.15 m

Parametros de la escalera- Inclinacion de la escalera 32.005 [º]- Espesor medio 0.2644 [m]

3.- DETERMINACION DE LAS CARGAS- Analisis del tramo

- Carga MuertaModulacion para 1 x 1 [m] Ancho de Faja = 1 [m]

Piso 8 [KN/m3] h = 1 [cm] G`k = 0.08 [KN/m2] Gk = 0.08 [KN/m]

Contrapiso 22 [KN/m3] h = 2 [cm] G`k = 0.44 [KN/m2] Gk = 0.44 [KN/m]

Losa de hormigon 25 [KN/m3] hm = 26.44 [cm] G`k = 6.61 [KN/m2] Gk = 6.61 [KN/m]

Revoque de yeso 12 [KN/m3] h = 2 [cm] G`k = 0.24 [KN/m2] Gk = 0.24 [KN/m]

g g: g a: fyad

g q: g h:

α =hm =

1,5

75

[m

]

15

0,8

75

[m

]

6

14

15

Descanso

1

12

121,33 [m]

3 10

1 [m

]

5

10

8

Descanso

3,09 [m]

Barandado

3

112

[m

]

9

2,4

25

[m

]

13

2

1 [m

]

114

9

7

Viga plana25x20

0,2

[m

]

21

0,2

[m

]

13

Descanso4

Viga25x35

8

0,2 [m]

14

1,12 [m]

756

0,28 [m]

Piso y contrapiso

0,1

75 [m

]

Revoque de yeso

0,0

25 [m

]

Gk = 7.37 [KN/m]

Baranda Gk = 0.5 [KN/m]

Total Gk = 7.87 [KN/m]

1.5Gd = 11.80 [KN/m]

- Carga vivaModulacion para 1 x 1 [m] Ancho de Faja = 1 [m]

Según Norma Sobrecarga 4.5 [KN/m2] Q`k = 4.5 [KN/m2] Qk = 4.5 [KN/m]

1.6Qd = 7.2 [KN/m]

Para el tramo la carga de diseño es: P1d = 19.00 [KN/m]

- Analisis del descanso

- Carga MuertaModulacion para 1 x 1 [m] Ancho de Faja = 1 [m]

Piso 8 [KN/m3] h = 1 [cm] G`k = 0.08 [KN/m2] Gk = 0.08 [KN/m]

Contrapiso 22 [KN/m3] h = 2 [cm] G`k = 0.44 [KN/m2] Gk = 0.44 [KN/m]

Losa de hormigon 25 [KN/m3] 15 [cm] G`k = 3.75 [KN/m2] Gk = 3.75 [KN/m]

Revoque de yeso 12 [KN/m3] h = 2 [cm] G`k = 0.24 [KN/m2] Gk = 0.24 [KN/m]

Gk = 4.51 [KN/m]

Barandado Gk = 0.50 [KN/m]

Total Gk = 5.01 [KN/m]

1.50Gd = 7.52 [KN/m]

- Carga vivaModulacion para 1 x 1 [m] Ancho de Faja = 1.33 [m]

Según Norma Sobrecarga 4.5 [KN/m2] Q`k = 4.5 [KN/m2] Qk = 4.50 [KN/m]

1.6Qd = 7.20 [KN/m]

Para el descanso la carga de diseño es: P2d = 14.72 [KN/m]

- Diagramas de momentoTramo 1

ϒg =

ϒq =

hm =

ϒg =

ϒq =

Tramo 2

4.- DISEÑO DE LA ARMADURA DE REFUERZO- Materiales

Hormigon H 25 fck = 25 [Mpa] 1.5 fcd = 16.667 [Mpa]Acero B 500 S fyk = 500 [Mpa] 1.15 fyk = 434.78 [Mpa]

E = 200000 [Mpa] εyd [‰]= 2.1739- Datos

Recubrimiento d1 = d2 = 0.025 [m]Altura losa h = 0.15 [m]Altura util d = 0.125 [m]Ancho b = 1.00 [m]

- Tramo 1

Tramo 1 µ α

Esc. Apoyo 0.00 0 0 0.00 43.48 0.00 2.7 2.70

Esc. Tramo 15.00 0.06857 0.088874 124.42 43.48 2.86 2.7 2.86

Descanso 15.00 0.06857 0.088874 124.42 43.48 2.86 2.7 2.86

- Tramo 2

Tramo 2 µ α

Esc. Apoyo 34.00 0.15543 0.212317 297.24 43.48 6.84 2.7 6.84

Esc. Tramo 18.00 0.08229 0.107478 150.47 43.48 3.46 2.7 3.46

Descanso 18.00 0.08229 0.107478 150.47 43.48 3.46 2.7 3.46

ϒc =

ϒy =

Md[KN-m]

Nc[KN]

σs1[KN/cm2]

As1[cm2]

As1 min[cm2]

As1 adop[cm2]

Md[KN-m]

Nc[KN]

σs1[KN/cm2]

As1[cm2]

As1 min[cm2]

As1 adop[cm2]

- Diagramas de corte

Tramo 2

- Diseño corte tramo 1

Tramo Ɛ ρl Vcu Vcu min Vsu Ast/St

Escalera 22.00 2.00 0.00229 42.19 31.50 -20.19 0.070 6.00 0.57 0.00

Descanso 22.00 2.00 0.00229 42.19 31.50 -20.19 0.070 6.00 0.57 0.00

OBS: No necesita armadura de corte

- Diseño corte tramo 2

Tramo Ɛ ρl Vcu Vcu min Vsu Ast/St

Vd[KN]

Diametro[mm]

Ast[cm2]

St[cm]

Vd[KN]

Diametro[mm]

Ast[cm2]

St[cm]

Tramo Ɛ ρl Vcu Vcu min Vsu Ast/St

Escalera 41.00 2.00 0.00547 56.41 31.50 -15.41 0.070 8.00 1.01 0.00

Descanso 23.50 2.00 0.00277 44.95 31.50 -21.45 0.070 8.00 1.01 0.00

OBS: No necesita armadura de corte

5.- DETERMINACION DE COMBINACIONES A USARSE- Escalera

Tramo 1 Armadura Tramo 2 Armadura

Esc. Apoyo 2.70 ϕ 10 c/ 20 3.93 Esc. Apoyo 6.84 ϕ 12 c/ 15 7.54

Esc. Tramo 2.86 ϕ 10 c/ 20 3.93 Esc. Tramo 3.46 ϕ 10 c/ 20 3.93

decanso 2.86 ϕ 10 c/ 20 3.93 decanso 3.46 ϕ 10 c/ 20 3.93

Vd[KN]

Diametro[mm]

Ast[cm2]

St[cm]

As[cm2]

As real[cm2]

As[cm2]

As real[cm2]

ZAPATA COMBINADAPOS. DIMENSIONES PARCIALES (m) DIAM. CANT.No a b c d (mm) (No)1 0.35 7.54 0.35 32 322 0.35 7.54 0.35 20 323 4.1 20 74 4.1 16 225 4.1 20 246 4.1 20 59

ESCALERA LANZADAPOS. DIMENSIONES PARCIALES (m) DIAM. CANT.No a b c d (mm) (No)1 0.55 3.25 1.2 0.55 12 172 0.55 3.25 1.2 0.55 12 33 0.8 0.95 0.8 1.15 8 264 0.55 3.25 1.2 0.55 12 35 0.15 0.26 3.28 1.39 8 156 0.49 3.2 1.13 0.54 12 147 0.49 3.2 1.13 0.54 12 38 0.49 3.2 1.13 0.54 12 39 0.36 3.27 1.27 0.32 8 12

10 0.8 0.95 0.8 1.15 8 2611 0.28 2.45 2.45 0.28 10 412 0.28 2.45 2.45 0.28 10 213 0.2 0.3 0.2 0.38 6 3014 0.28 2.45 2.45 0.28 10 215 0.28 2.45 2.45 0.28 10 216 0.2 0.3 0.2 0.38 6 30

ZAPATA COMBINADALONG. PARC.LONG.TOTALPESO LINEAL PESO

(m) (m) (kg/m) (kg) DIAMETRO PESO LINEAL7.89 252.48 6.21 1567.9008 6 0.227.89 252.48 2.47 623.6256 8 0.394.1 28.7 2.47 70.889 10 0.624.1 90.2 1.58 142.516 12 0.894.1 98.4 2.47 243.048 16 1.584.1 241.9 2.47 597.493 20 2.47

TOTAL 3245.4724 25 3.85ESCALERA LANZADA 32 6.21

LONG. PARC.LONG.TOTALPESO LINEAL PESO(m) (m) (kg/m) (kg)5.55 94.35 0.89 83.97155.55 16.65 0.89 14.81853.7 96.2 0.39 37.518

5.55 16.65 0.89 14.81855.08 76.2 0.39 29.7185.36 75.04 0.89 66.78565.36 16.08 0.89 14.31125.36 16.08 0.89 14.31125.22 62.64 0.39 24.42963.7 96.2 0.39 37.518

5.46 21.84 0.62 13.54085.46 10.92 0.62 6.77041.08 32.4 0.22 7.1285.46 10.92 0.62 6.77045.46 10.92 0.62 6.77041.08 32.4 0.22 7.128

TOTAL 386.3081