PROYECTO : CREACION DE INFRAESTRUCTURA PUBLICA CENTRO CIVICO EN EL CENTRO POBLADO DE CHAHUARMA-LIRCAY, PROVINCIA DE ANGARAE Datos de Diseño: f'c = 210 kg/cm2 fy = 4200 kg/cm2 0.40 st = 1.5 kg/cm2 gm = 1.70 T/m3 PD = 39.1 Ton 3.20 PL = 13.3 Ton 4.70 S/C = 300 kg/m2 hf = 1.30 m h libre 1er p. = 3.20 m 1.30 0.70 hviga = 0.40 m kc = 12.0 kg/cm2 0.60 Diseño Metodo ACI : sn = st + hf * gm - s/c 12.49 T/m2 Az = P/ sn 3.35 m2 Az = (2b)b USAR se usa: b = 1.40 m T=Az/b 2.40 m Altura de la zapata para considerarla rigida: hz = 0.64 m hz = 0.60 m lc = 4.05 m Dimensiones de la columna del 1er. Nivel: bd = 1246 cm2 35.3 n = 0.25 seccion de columna = ? 25 x 35 n = 0.36 OK !!! Datos del Abaco del ACI : p = 0.07 f = 0.70 s = 0.148 f = 0.17 0.25 D = 11.94 <10 No Cumple e = 0.525 Diseño por Flexion: a) Dirección de la excentricidad: d = 50.60 cm Wnu = 55.19 T/m 1.40 Mumax = 30.42 Tn-m w = Mu/(f*f'c*b*d^ 0.02625 p = w*f'c/fy 0.00131 As = p*b*d 15.91 cm2 Verificacion de As min : As min = 0.0018*b*d As min = 21.81 cm2 Usar Ø : 1/2 n = 11 varillas s = 0.15 m 1.40 Usar: 11 Ø 1/2 @ 0.15 m b) Direccion Transversal : d = 51.87 cm Wnu = 32.26 T/m Mmax = 18.55 T-m 0.25 lv = 1.073 w = Mu/(f*f'c*b*d^ 0.02607 0.35 p = w*f'c/fy 0.00130 As = p*b*d 9.46 cm2 Verificacion de As min : As min = 0.0018* 10.46 cm2 11 Ø 1/2 @ 0.15 m Usar Ø : 1/2 n = 12 varillas s = 0.15 m Usar: 12 Ø 1/2 @ 0.15 m VIGA: TU = 9.13 Tn As = 2.42 cm2 Refuerzo adicional COLUMNA: Condicion de Diseño Adicional Pu = 77.265 Tn Mu = 35.33 T-m k = 0.42 e/t = 1.50 g = 0.64 pt < 1 % As = 8.75 cm2 Usar Ø : 5/8 n = 5 varillas Usar: 5 Ø 5/8 s < 16*db longitudinal 0.25 m s < 48*db estribos 0.46 m s < menor dimension tranversal de la columna 0.25 m Estribos : •3/8 @ 0.25 m DISEÑO DE ZAPATA EXCENTRICA (Z-2) 12 Ø 1/2 @ 0.15 m 2.40 2.40 0.35 S/C = 300 Kg/cm2
