V.Cimen. ExcetricaDiseo de Zapata Central Z 1eje X=ejeCeje Y=eje1fc =210kg/cm2fy =4200kg/cm2Cargas actuantesColumna CentralP (ton)Mx (tonxm)My (tonxm)carga muerta22.260.050.03carga viva7.250.030.01carga sismo x0.392.500.01carga sismo y0.400.021.18resistencia del terreno(qa) =1.5kg/cm215ton/m2Factor de amplificacion del p.p=0.1si qa 3kg/cm2=0.05si qa< 3kg/cm3=0.10dimensionamiento por cargas de verticalesP (ton) =33.16TonA req =2.21m2b columna =0.25m0.25h columna =0.40m0.401.70delta =0.15mVolado =1.18mB =1.55mejeCL =1.70meje1area zapata =2.64m21.55dimensionamiento con momentos en xdimensionamiento con momentos en yM(tonxm) =2.10TonxmM (tonxm) =0.99Tonxme =0.06me =0.03m* verificar que los esfuerzos () se menor que la resitencia del terreno (qa) =13.59ton/m2 =13.09ton/m2esfuerzo maximo =13.59ton/m2factor de amplificacin del esfuerzo:si predomina las cargas verticales =1.67si predomina las cargas de sismo =1.25factor =1.67esfuerzo critico =22701.99kg/m2verificacin por cortealtura de la zapata (h) =0.60m.0.60peralte efectivo(d) =0.50m.volado =0.65m.Vu =3405.30kg*verificar que Vc Vu sino variar dVc =32641.83kg.verificacin por punzonamientoVu =44495.90kg*verificar que Vc Vu sino variar dVc =215436.05kg.diseo por flexin1.558 5/8"@22cmMu (kgxm) =4795.80kgxmb(cm) =100cmd(cm) =50cmb x d2 =2500000.25Ku =1.920.40pho =0.0011.70As (cm2) / m =5.00cm2Asmin=9.00cm2/mAs min req. x=15.30cm2As min req. y=13.95cm28 5/8"@24cmArea de acero req. x =8.50cm2diametro x =1.99cm2Area de acero req. y =7.75cm2diametro y =1.99cm215.3013.95varillas de acero x =8 5/8"varillas de acero y =8 5/8"s x =24cms y =22cm

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