DIAGRAMA DE INTERACCIONDIAGRAMA DE INTERACCIN DE COLUMNASPor : Ytalo Giovanni Bulln Alvarado.Datos :b =30cmh =40cmf'c =210kg/cm2fy =4200kg/cm2Estribo =3/8"Solucion :d1 =5.75cmAs1 =5.23cm2d2 =20.00cmAs2 =3.96cm2d3 =34.25cmAs3 =5.23cm21.-Condicin de carga concentricaAg =1200cm2Ast =14.42cm2Pno =274.76TnMno =0.00Tn-m2.-Condicion balanceaday =0.0021Cb =20.15cm1 =0.80ab =16.12cmfs1 =4.2Tn/cm2fs2 =0.04Tn/cm2fs3 =-4.2Tn/cm2Fuerzas en el acero y el concreto

Cs1 =21.97TnCs2 =0.16TnTs3 =-21.97TnCc =86.32TnPnb =86.48TnMnb =16.57Tn-mLuego :eb =0.192m3.-Condicion de fluencia del acero en traccionAsumir c < cbc =18.00cma =14.40cmfs1 =4.08Tn/cm2fs2 =-0.67Tn/cm2fs3 =-4.2Tn/cm2Fuerzas en el acero y el concretoCs1 =21.34TnTs2 =-2.65TnTs3 =-21.97TnCc =77.11TnPn =73.83TnMn =16.04Tn-mLuego :eb =0.217m

Mn (Tn-m)Pn (Tn)0.00274.7616.5786.4816.0473.83

DEL ACEROACERO DE LA COLUMNADiametroAreaAs1As2As3As4CantidadDiametroAreaCantidadDiametroAreaCantidadDiametroAreaCantidadDiametroArea3/80.710.000.000.000.001/21.2711.271.270.0011.271.270.005/81.9821.593.9621.593.9621.593.960.003/42.850.000.000.000.007/83.880.000.000.000.0015.070.000.000.000.001 1/86.410.000.000.000.001 1/47.920.000.000.000.001 3/89.580.000.000.000.005.233.965.230d15.75cmAs15.23cm2d220.00cmAs23.96cm2d334.25cmAs35.23cm2d40.00cmAs40.00cm2

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