Diseño estructural de columnas CARGA MUERTA

[pic 1][pic 2][pic 3]

COLUMNA 1 [pic 4][pic 5][pic 6][pic 7][pic 8]

1. METRADO DE CARGAS:

CARGA MUERTA

[pic 9][pic 10][pic 11]

1. Pp losa: 350 Kg/m2  x  25.30= 7590[pic 12][pic 13]
2. Pp columna: 0.30 x 0.70 x 2.4 x 2400 = 1058.4

1. Pp viga:

                        V1: 0.25m x 0.50m x 5.5 x2400= 1650[pic 14]

        V2: 0.25x 0.60x 4.6x 2400= 1656

1. Piso terminado: 100 Kg/m2  x 25.30=253Kg/m

1. Tab + acab: 150 Kg/m2  x 25.30 = 3795 Kg/m

CMT: 16002.4 x 7 pisos = 112 016.8    

CVT:   200X25.30 x 7 pisos = 35420

CARGA ULTIMA[pic 15]

CU= 1.4(112 016.8) + 1.7(35 420) = 217 037.52Kg/m

1. MOMENTOS:

K1 : Cu/ Ag x f’c =  217 037.52 / 30 x 70 x 280 = 0.36

K2:  Mu / f’c x b x d2 = 1x1000x100 / 30x702x280= 0.0024

LA CUANTÍA ES DEL 1%

As = 0.01 x30 x70 = 21        11 Ø ”5/8                    22 fierros[pic 16][pic 17]

Pu= (0.80 x 0.70 (0.85 x 2.10 (30x70)) +22x4200) = 331 632

1. REFUERZO POR CORTE

Lc Mayor :   [pic 18]

• H/6 = 2.40/6 = 0.35[pic 19]
• Max = 0.70[pic 20]
• 0.45

S menor:

• a/2 , b/2[pic 21]
• min = 15 cm[pic 22]
• 10 cm

S *

• 16 x 1.60 = 25.6[pic 23]
• Min ( a,b) = 30[pic 24]
• 30

                ⅜” 1@5, 7@10 r@25[pic 25]

COLUMNA 2[pic 26][pic 27][pic 28][pic 29][pic 30]

[pic 31][pic 32][pic 33][pic 34]

1. METRADO DE CARGAS:

    [pic 35]

CARGA MUERTA

[pic 36]

1. Pp losa: 350 Kg/m2  x 6.5 = 2 275
2. Pp columna: 0.25 x 0.25 x 2.40x 2400= 360

1. Pp viga:

V1: 0.25m x 0.50m x 2.6m x2400= 780

V2: 0.25x 0.55x 2.50x 2400 = 825

1. Piso terminado: 100 Kg/m2  x 6.5 = 650Kg
2. Tab + acab: 150 X 6.5 = 975

1. CMT: 5 865 x 7 pisos 50 Kg/m2   = 41 055

CVT: 200 x 6.5 x  7 pisos = 9 100

CARGA ULTIMA[pic 37]

CU= 1.4(41 055) + 1.7(9 100) = 72 947Kg/m

1. MOMENTOS:

K1 : Cu/ Ag x f’c =  72 947/ 25 x 25 x 210 = 0.56

K2:  Mu / f’c x b x d2 = 1x1000x100 / 30x452x210= 0.007

LA CUANTÍA ES DEL 1%

As = 0.01 x25 x 25 = 6.25       4 Ø ”5/8                    8 fierros[pic 38][pic 39]

Pu= (0.80 x 0.70 (0.85 x 210 (25x25)) + 8 x 4200) = 81 291

1. REFUERZO POR CORTE

Lc Mayor :   [pic 40]

• H/6 = 2.40/6 = 0.40[pic 41]
• Max = 0.25[pic 42]
• 0.45

S menor:

• a/2 , b/2[pic 43]
• min = 12.5cm[pic 44]
• 10 cm

S *

• 16 x 1.60 = 25.6[pic 45]
• Min ( a,b) = 25[pic 46]
• 30

                ⅜” 1@5, 5@10 r@25[pic 47]

COLUMNA 3[pic 48][pic 49][pic 50][pic 51][pic 52]

1. METRADO DE CARGAS:[pic 53]

    [pic 54]

CARGA MUERTA [pic 55]

[pic 56]

1. Pp losa: 350 Kg/m2  x 8.17= 2451[pic 57]
2. Pp columna: 0.45 x 0.30 x 2.4 x 2400= 680.4

1. Pp viga:

                        V1: 0.25m x 0.60m x 4.3m x2400= 1548[pic 58]

        V2: 0.25x 0.60x 0.25x 2400= 90

        V3: 1.30x0.25x0.5 x 2400 = 390

1. Piso terminado: 100 Kg/m2  x 8.17 = 817Kg/m

1. Tab + acab: 150 Kg/m2  x 8.17 = 3795 Kg/m

CMT: 7 201 x 7 pisos = 50 413.3

CVT: 200 x 8.17  7 pisos = 11 438

CARGA ULTIMA[pic 59]

CU= 1.4(50 413.3) + 1.7(11 438) = 90 023.22Kg/m

1. MOMENTOS:

K1 : Cu/ Ag x f’c =  90 023.22/ 30 x 45 x 280 = 0.23

K2:  Mu / f’c x b x d2 = 1x1000x100 / 30x452x280= 0.005

LA CUANTÍA ES DEL 1%

As = 0.01 x30 x 45 = 13.5        7 Ø ”5/8                    14 fierros[pic 60][pic 61]

Pu= (0.80 x 0.70 (0.85 x 2.10 (30x45)) +14 x 4200) = 212 856

1. REFUERZO POR CORTE

Lc Mayor :   [pic 62]

• H/6 = 2.40/6 = 0.40[pic 63]
• Max = 0.45[pic 64]
• 0.45

S menor:

• a/2 , b/2[pic 65]
• min = 15 cm[pic 66]
• 10 cm

S *

• 16 x 1.60 = 25.6[pic 67]
• Min ( a,b) = 30[pic 68]
• 30

                ⅜” 1@5, 5@10 r@25[pic 69]

[pic 70][pic 71]

COLUMNA 4[pic 72][pic 73][pic 74][pic 75]

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