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  • Publicado : 14 de febrero de 2011
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COLUMNAS
CUADRADAS
1) PRE DIMENSIONAMIENTO DE COLUMNAS : C-1 , C-5 , C-26
b= B/20 692cm/20 = 34.6 = 35cm
h= L/20 692cm/20 = 34.6 = 35cm
Columna de 35x35cm

2) GEOMETRÍA
a) b pre dimensionamiento > b mínimo
35cm > 30cm
b) h/b max = 4 > h/b prop

3) CALCULO DE CARGAS
3.1 Carga Diseño
WT = (474533)(1.5) = 711800
3.2 Carga diseñoWdiseño = (1225)(1.5)/(10) = 919
FLEXOCOMPRESION
4) Mo POR SISMO
4.1 T = W x C/Q x fch= (474533)((0.16)/(2))(1.1) = 41759
4.2 Mo POR SISMO
F x H = (41759)(370) = 154508
5) USO DE LA GRAFICA
5.1 Calculo de : d/h = 35/35 = 1 q = 0.4
5.2 calculo de k :

K = WT / (Fy) (B) (H) (F”C) = 711800 / (0.4)(35)(35)(218) = 711800/106820= 6.664 = 7
5.3 Calculo de R:
R = Mo POR SISMO / (FR)(b)(h^2)(f”C) = 154508/(0.4)(35)(35^2)(218) =
= 154508 X 100/ 3738700 = 4.132
5.4 q = 7

6) AREAS DE ACERO
6.1 As min = 20As/fy
As min = 20(1.27)/4200 = 0.006cm^2
6.2 As Real = (q)(b)(h)(f”c)/(fy) = (7)(35)(35)(218)/(4200) = 445cm^2
6.3 As max = 0.06 AG =(0.06)(1225) = 73.5 cm^2
6.4 VERIFICACION DEL AREA DE ACERO
% As Real / AG = 445cm^2 / 1225cm^2 = 0.363cm^2

6.5 As Real < As max = 0.49cm^2 <73.5cm^2
7) SEPARACION DE ESTRIBOS
S1 = (850)(bd)/(fy^1/2)
S1 = (850)(1.27)/(4200^1/2) = 16cm
S2 = (48)(Av) Av = area de seccion trabe x estribos ¼”
Av = 0.32x 2 = 0.64cm^2
S2 = (48)(0.64) = 30.72 = 30cm
S3 = b/2 = 35 / 2 = 17.5 = 17cm

8) DISEÑO
S/2 = 17/2 = 8.5 = 8 cm

COLUMNAS
CUADRADAS
1) PRE DIMENSIONAMIENTO DE COLUMNAS : C-2, C-3, C-4, C-6, C-11, C-16, C-21
b= B/20 692cm/20 = 34.6 = 35cm
h= L/20 692cm/20 = 34.6 = 35cm
Columna de 35x35cm

2) GEOMETRÍA
a) b pre dimensionamiento > b mínimo35cm > 30cm
b) h/b max = 4 > h/b prop

3) CALCULO DE CARGAS
3.1 Carga Diseño
WT = (104118)(1.5) = 156177
3.2 Carga diseño
Wdiseño = (1225)(1.5)/(10) = 919
FLEXOCOMPRESION
4) Mo POR SISMO
4.1 T = W x C/Q x fch= (104118)((0.16)/(2))(1.1) = 91624
4.2 Mo POR SISMO
F x H = (91624)(370) = 33900820
5) USO DE LA GRAFICA
5.1 Calculo de : d/h = 35/35 = 1 q= 0.4
5.2 calculo de k :

K = WT / (Fy) (B) (H) (F”C) = 156177 / (0.4)(35)(35)(218) = 156177/106820
= 1.462= 2
5.3 Calculo de R:
R = Mo POR SISMO / (FR)(b)(h^2)(f”C) = 33900820/(0.4)(35)(35^2)(218) =
= 33900820 X 100/ 3738700 = 906.75
5.4 q = 7

6) AREAS DE ACERO
6.1 Asmin = 20As/fy
As min = 20(1.27)/4200 = 0.006cm^2
6.2 As Real = (q)(b)(h)(f”c)/(fy) = (7)(35)(35)(218)/(4200) = 445cm^2
6.3 As max = 0.06 AG = (0.06)(1225) = 73.5 cm^2
6.4 VERIFICACION DEL AREA DE ACERO
% As Real / AG = 445cm^2 / 1225cm^2 = 0.363cm^2

6.5 As Real < As max = 0.363cm^2 <73.5cm^2
7) SEPARACION DE ESTRIBOS
S1 = (850)(bd)/(fy^1/2)S1 = (850)(1.27)/(4200^1/2) = 16cm
S2 = (48)(Av) Av = area de seccion trabe x estribos ¼”
Av = 0.32 x 2 = 0.64cm^2
S2 = (48)(0.64) = 30.72 = 30cm
S3 = b/2 = 35 / 2 = 17.5 = 17cm

8) DISEÑO
S/2 = 17/2 = 8.5 = 8 cm

COLUMNAS
CUADRADAS
1) PRE DIMENSIONAMIENTO DE COLUMNAS : C-7, C-8, C-9, C-12, C-13, C-14,C-17, C-18, C-19, C-22, C-23, C-24
b= B/20 692cm/20 = 34.6 = 35cm
h= L/20 692cm/20 = 34.6 = 35cm
Columna de 35x35cm

2) GEOMETRÍA
a) b pre dimensionamiento > b mínimo
35cm > 30cm
b) h/b max = 4 > h/b prop

3) CALCULO DE CARGAS
3.1 Carga Diseño
WT = (200305)(1.5) = 300458
3.2 Carga diseño
Wdiseño = (1225)(1.5)/(10) = 919
FLEXOCOMPRESION...
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