Diseño Columna 1 (7)

Símbolo Valor Unidad f'c 210.00 Kg/cm2 fy 4200.00 Kg/cm2 h 40.00 cm R 20.00 r 4.00 cm Diametro de los estribos 8 Øe 1.00 cm Area de la barra 1/2" Ab 1.29 cm2 Diametro de la barra 1/2" Øb 1.27 cm As1 = 2.58 cm2 d1 = 15.44 cm Ag = 1256.64 cm2 Yg = 20.00 cm As2 = 2.58 cm2 d2 = 20.00 cm Yo = 20.00 cm As3 = 0 cm2 d3 = 0.00 cm As4 = 2.58 cm2 d4 = 24.57 cm Ast = 7.74 cm2 Carga concentrica Ø = 0.70 Pno = 255.44 Tn Mno = 0.00 Tn-m ØPno = 178.81 Tn ØMno = 0.00 Tn-m Condicion balanceada cb = 14.45 cm fs1 = -0.41 Tn Pnb = 51.54 Tn Mnb = 7.69 Tn-m a = 12.28 cm fs2 = -2.30 Tn ØPnb = 36.08 Tn ØMnb = 5.38 Tn-m θ = 1.17 fs3 = 0.00 Tn Ac = 327.46 cm2 fs4 = -4.20 Tn y = 12.79 Cc = 58.45 Tn Ø = 0.70 Puntos de Falla Ductil 26.39 cb = 9.63 cm fs1 = -3.61 Tn Pnb = 21.00 Tn Mnb = 5.36 Tn-m 0.70 a = 8.19 cm fs2 = -4.20 Tn ØPnb = 14.70 Tn ØMnb = 3.75 Tn-m 26.39 θ = 0.94 fs3 = 0.00 Tn 0.70 Ac = 184.97 cm2 fs4 = -4.20 Tn y = 15.15 Cc = 33.02 Tn Ø = 0.70 26.39 cb = 3.21 cm fs1 = -4.20 Tn Pnb = -5.95 Tn Mnb = 1.60 Tn-m 0.70 a = 2.73 cm fs2 = -4.20 Tn ØPnb = -4.17 Tn ØMnb = 1.12 Tn-m 26.39 θ = 0.53 fs3 = 0.00 Tn 0.70 Ac = 37.24 cm2 fs4 = -4.20 Tn y = 18.37 Cc = 6.65 Tn Ø = 0.70 26.39 cb = 0.01 cm fs1 = -4.20 Tn Pnb = -12.60 Tn Mnb = 0.38 Tn-m 0.70 a = 0.01 cm fs2 = -4.20 Tn ØPnb = -8.82 Tn ØMnb = 0.27 Tn-m 26.39 θ = 0.03 fs3 = 0.00 Tn 0.70 Ac = 0.01 cm2 fs4 = -4.20 Tn y = 19.99 Cc = 0.00 Tn Ø = 0.70 h 40.00 Parámetro Resistencia a la compresión del concret 40.00 b Esfuerzo de fluencia del acero Diametro Radio Recubriminto

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Transcript of Diseño Columna 1 (7)

Smbolo Valor Unidadf'c 210.00 Kg/cm2fy 4200.00 Kg/cm2h 40.00 cmR 20.00r 4.00 cmDiametro de los estribos 8 e 1.00 cmArea de la barra 1/2" Ab 1.29 cm2Diametro de la barra 1/2" b 1.27 cmAs1 = 2.58 cm2 d1 = 15.44 cm Ag = 1256.64 cm2 Yg = 20.00 cmAs2 = 2.58 cm2 d2 = 20.00 cm Yo = 20.00 cmAs3 = 0 cm2 d3 = 0.00 cmAs4 = 2.58 cm2 d4 = 24.57 cmAst = 7.74 cm2Carga concentrica = 0.70 Pno = 255.44 Tn Mno = 0.00 Tn-mPno = 178.81 Tn Mno = 0.00 Tn-mCondicion balanceadacb = 14.45 cm fs1 = -0.41 Tn Pnb = 51.54 Tn Mnb = 7.69 Tn-ma = 12.28 cm fs2 = -2.30 Tn Pnb = 36.08 Tn Mnb = 5.38 Tn-m = 1.17 fs3 = 0.00 TnAc = 327.46 cm2 fs4 = -4.20 Tny = 12.79 Cc = 58.45 Tn = 0.70Puntos de Falla Ductil26.39 cb = 9.63 cm fs1 = -3.61 Tn Pnb = 21.00 Tn Mnb = 5.36 Tn-m0.70 a = 8.19 cm fs2 = -4.20 Tn Pnb = 14.70 Tn Mnb = 3.75 Tn-m26.39 = 0.94 fs3 = 0.00 Tn0.70 Ac = 184.97 cm2 fs4 = -4.20 Tny = 15.15 Cc = 33.02 Tn = 0.7026.39 cb = 3.21 cm fs1 = -4.20 Tn Pnb = -5.95 Tn Mnb = 1.60 Tn-m0.70 a = 2.73 cm fs2 = -4.20 Tn Pnb = -4.17 Tn Mnb = 1.12 Tn-m26.39 = 0.53 fs3 = 0.00 Tn0.70 Ac = 37.24 cm2 fs4 = -4.20 Tny = 18.37 Cc = 6.65 Tn = 0.7026.39 cb = 0.01 cm fs1 = -4.20 Tn Pnb = -12.60 Tn Mnb = 0.38 Tn-m0.70 a = 0.01 cm fs2 = -4.20 Tn Pnb = -8.82 Tn Mnb = 0.27 Tn-m26.39 = 0.03 fs3 = 0.00 Tn0.70 Ac = 0.01 cm2 fs4 = -4.20 Tny = 19.99 Cc = 0.00 Tn = 0.70h40.00ParmetroResistencia a la compresin del concreto40.00bEsfuerzo de fluencia del aceroDiametroRadioRecubrimintoPuntos de Falla Fragil26.39 cb = 40.00 cm fs1 = 3.68 Tn Pnb = 212.21 Tn Mnb = 3.74 Tn-m0.70 a = 34.00 cm fs2 = 3.00 Tn Pnb = 148.55 Tn Mnb = 2.62 Tn-m26.39 = 2.35 fs3 = 0.00 Tn0.70 Ac = ###### cm2 fs4 = 2.32 Tny = 1.71 Cc = 203.21 Tn = 0.7026.39 cb = 31.48 cm fs1 = 3.06 Tn Pnb = 166.06 Tn Mnb = 8.14 Tn-m0.70 a = 26.76 cm fs2 = 2.19 Tn Pnb = 116.24 Tn Mnb = 5.69 Tn-m26.39 = 1.92 fs3 = 0.00 Tn0.70 Ac = 893.51 cm2 fs4 = 1.32 Tny = 4.98 Cc = 159.49 Tn = 0.7026.39 cb = 22.97 cm fs1 = 1.97 Tn Pnb = 111.06 Tn Mnb = 9.62 Tn-m0.70 a = 19.52 cm fs2 = 0.78 Tn Pnb = 77.75 Tn Mnb = 6.73 Tn-m26.39 = 1.55 fs3 = 0.00 Tn0.70 Ac = 609.19 cm2 fs4 = -0.42 Tny = 8.75 Cc = 108.74 Tn = 0.70As1 As2 As3 d1 d2