Análisis de cargas método a.c.i

Páginas: 9 (2128 palabras) Publicado: 16 de febrero de 2011
Análisis de Cargas Agencia Bancaria

* Coeficientes. Método II A.C.I.

N. | m=Cc/Cl | | N. | m=Cc/Cl | | N. | m=Cc/Cl |
1 | 1 | | 15 | 0.5 | | 29 | 0.95 |
2 | 0.95 | | 16 | 1 | | 30 | 0.5 |
3 | 0.95 | | 17 | 0.95 | | 31 | 1 |
4 | 0.95 | | 18 | 1 | | 32 | 1 |
5 | 1 | | 19 | 1 | | 33 | 1 |
6 | 0.95 | | 20 | 1 | | 34 | 1 |
7 | 1 | | 21 | 1 | | 35 | 0.95 |
8| 1 | | 22 | 1 | | 36 | 1 |
9 | 1 | | 23 | 0.95 | | 37 | 0.95 |
10 | 0.5 | | 24 | 0.5 | | 38 | 0.95 |
11 | 0.95 | | 25 | 1 | | 39 | 0.95 |
12 | 1 | | 26 | 1 | | 40 | 0.95 |
13 | 1 | | 27 | 1 | | 41 | 1 |
14 | 1 | | 28 | 1 | | | |

* Cálculo de Acero Máximo y Mínimo
f’c= 200 Kg/cm2
f*c= (0.8) x (f’c)= (0.8) x (200)= 160 Kg/cm2
f”c= (f*c) x (0.85)= (160) x(0.85)= 136 Kg/cm2

Acero Mínimo
Pmin= 14/fy
Pmin= 14/(4200)= 0.033
Acero Máximo
Pmax= (4800/(6000 + fy) X ((f”c)/(fy))
Pmax= (4800/(6000 + 4200) X ((136)/(4200))=0.015
Pmax= (0.75) x (pb)= (0.75) x (0.015)= 0.011*
* Pmax para zonas sísmicas debe ser de Pmax= (0.75) x (pb)

Análisis de carga para losa artesonada con peralte de 25 cm.

| || | | Kg/m3 | Kg/m2 |
1 | Capa de Compresión | 0.5 x1.0x1.0x2400= | CV= 120 + (420/SA)
CV= 120 + (420/S68.89)
CV= 170.6

120 |
2 | Nervadura | 2(0.10x0.20x1.0)x2400= | 96 |
| Nervadura | 2(0.10x0.20x0.80)x2400= | 76.8 |
3 | Block | 8 piezas x 8 Kg= | 64 |
4 | Mortero | 0.2x1.0x1.0x1500= | 30 |
5 | Piso loseta | |0.025x1.0x1.0x1800= | 45 |
6 | Plafond yeso | 0.01x1.0x1.0x1200= | 12 |
| | | | | | |
| | | | Carga Muerta (CM)= | 443.8 |
| | | | Carga Viva (CV)= | 170.6 |
| | | | Carga Total (CT)= | 614.4 |
| | | | | |

Método II A.C.I.
CV x 1.7 = 170.6 x 1.7= 290.02
CM x 1.5 = 443.8 x 1.5= 665.70
CT= 955.72

Momentos sin corregir
M=CWS2
Corto | | Largo|
| C | W | S2 | | | | C | W | S2 | |
m= | 0.025 | 955.72 | 8.7 | 1808.46 | | m= | 0.025 | 955.72 | 8.7 | 1808.46 |
m= | 0.037 | 955.72 | 8.7 | 2676.52 | | m= | 0.037 | 955.72 | 8.7 | 2676.52 |
m= | 0.049 | 955.72 | 8.7 | 3544.58 | | m= | 0.049 | 955.72 | 8.7 | 3544.58 |
*Para: 1, 5, 16, 36, 41.
Corto | | Largo |
m= | 0.044 | 955.72 | 8.3 | 2896.94 | | m= | 0.021 | 955.72 |8.3 | 1382.63 |
m= | 0.033 | 955.72 | 8.3 | 2172.71 | | m= | 0.031 | 955.72 | 8.3 | 2041.03 |
m= | 0.044 | 955.72 | 8.3 | 2896.94 | | m= | 0.041 | 955.72 | 8.3 | 2699.42 |
*Para: 2, 3, 4, 6, 11, 17, 23, 29, 35, 37, 38, 39, 40.
Corto | | Largo |
m= | 0.033 | 955.72 | 8.3 | 2172.71 | | m= | 0.033 | 955.72 | 8.3 | 2172.71 |
m= | 0.025 | 955.72 | 8.3 | 1645.99 | | m= | 0.025 | 955.72 |8.3 | 1645.99 |
m= | 0.033 | 955.72 | 8.3 | 2172.71 | | m= | 0.033 | 955.72 | 8.3 | 2172.71 |
*Para: 7, 8, 9, 12, 13, 14, 18, 19, 20, 21, 22, 25, 26, 27, 28, 31, 32, 33, 34.

Tabla de momento último, Cálculo de P y área de acero.
M (Kg*m) | M (Kg*cm) | M2/bd2 | (M2/bd2)/2 | Redondeo | p=As/bd | As=pbd |
3544.58 | 354458 | 67.01 | 33.50 | 33.5 | 0.0105 | 2.42 |
2896.94 | 289694 | 54.76| 27.38 | 27.5 | 0.0082 | 1.89 |
2699.42 | 269942 | 51.03 | 25.51 | 26 | 0.0078 | 1.79 |
2172.71 | 217271 | 41.07 | 20.54 | 21 | 0.0061 | 1.40 |
2041.03 | 204103 | 38.58 | 19.29 | 19.5 | 0.0055 | 1.27 |
1808.46 | 180846 | 34.19 | 17.09 | 17.5 | 0.0048 | 1.10 |
1645.99 | 164599 | 31.12 | 15.56 | 16 | 0.0045 | 1.04 |
1382.63 | 138263 | 26.14 | 13.07 | 13.5 | 0.0038 | 0.87 |

Análisisde carga para losa artesonada con peralte de 35 cm.

| | | | | Kg/m3 | Kg/m2 |
1 | Capa de Compresión | 0.5 x1.0x1.0x2400= | CV= 120 + (420/SA)
CV= 120 + (420/S68.89)
CV= 170.6

120 |
2 | Nervadura | 2(0.10x0.30x1.0)x2400= | 144 |
| Nervadura | 2(0.10x0.30x0.80)x2400= | 115.2 |
3 | Block | 8 piezas x 8 Kg= | 64 |
4 | Mortero | 0.2x1.0x1.0x1500= | 30 |
5 | Piso loseta |...

Regístrate para leer el documento completo.