Diseño Columna(6fierros)
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DISEÑO DE COLUMNA COLUMNA 1 EXT. Datos: Pu= 7.5 Tn d1=5.65 As1 d2=20 Mu= 1.4 Tn-m Y o=20 f'c= 280 Kg/cm2 As2 d3=35.85 Fy= 4200 Kg/cm2 =!0 "# b = 65 cm As3 h = 40 cm 2 =0.02 $=65 "# !s"#$b% = 3/8 =0.&5cm ( )c!#% *%ng= 10 )c!#% *%ng= 5/8 =1.5&cm A#!) +cm2, =1.&8 !cub = 4 cm s = 0.0021 Ag = b h +)#!) ! s!cc$%n b#u"), Ag = 2600 cm2 !f. m) = 0.08Ag= 208.00 cm2 !f. m$n =0.01Ag= 26.00 cm2 As" = 10A#!) +cm2, = 1&.7& !n"%nc!s Ast % &'(. #a)*.O+, As1 = 3.&6 1 = 5.65 cm As2 = 3.&6 2 = 20 cm As3 = 3.&6 3 = 35.85 cm -os"o/ d' "'/tod' -ast"o a a #tad d' a s'""o/: % = 20 cm b = 6000 / +6 000 Fy, b = 21.0& cm 0.85b 17.&3 cm 6++ - $, / , Fs1 = 4.3& s1 = 17.3& Tn Fs2 = 0.31 s2 = 1.23 Tn Fs3 = 4.20 T s3 = 16.63 Tn c = 0.85f 'cb ) c = 277.30 Tn !n"%nc!s Pnb = c s1 s2 - Ts3 /$ = 24.24 T/ Mnb = c+ %-)/2, s1+ %-1, s2+ %-2, T s3+3- %, M/$ = 35.! T/# u!g% !b = Mnb / Pnb '$ = 0.13 # ρ(%) = &'('7o #a)#o #/#o '/ "o#/as +s!gn c%$g% A,: )b = )b = Fs$ =
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Transcript of Diseño Columna(6fierros)
Hoja3
DISEO DE COLUMNACOLUMNA 1 EXT.Datos:Pu=7.5Tnd1=5.65As1d2=20Mu=1.4Tn-mYo=20f'c=280Kg/cm2As2d3=35.85Fy=4200Kg/cm2h=40 cmb =65cmAs3h =40cm(%) =2=0.02b=65 cmestribo =3/8=0.95cmN acero long=10acero long=5/8=1.59cmArea (cm2) =1.98Recub =4cms =0.0021Refuerzo maximo y minimo en columnas (segn codigo ACI):Ag =b x h(area de seccion bruta)Ag =2600cm2Ref. max =0.08Ag=208.00cm2Ref. min =0.01Ag=26.00cm2
Ast =10xArea (cm2) =19.79entonces:Ast < Ref. max.OK!As1 =3.96d1 =5.65cmAs2 =3.96d2 =20cmAs3 =3.96d3 =35.85cm
posicion del centroide plastico a la mitadde la seccion:Yo =20cm
Cb =6000*d / (6000 + Fy)Cb =21.09cmab =0.85*Cbab =17.93cmFsi =6*((C - di) / C)Fs1 =4.39Cs1 =17.39TnFs2 =0.31Cs2 =1.23TnFs3 =4.20Ts3 =16.63TnCc =0.85*f'c*b*aCc =277.30Tnentonces:Pnb =Cc + Cs1 + Cs2 - Ts3Pnb =279.29TnMnb =Cc*(Yo-a/2) + Cs1*(Yo-d1) + Cs2*(Yo-d2) + Ts3(d3-Yo)Mnb =35.74Tn-mLuego:eb =Mnb / Pnbeb =0.13m
Asumiendo:C =19.00cma =16.15cmCc =0.85*f'c*b*aCc =249.8405TnFs1 =5.86Cs1 =23.21TnFs2 =-0.32Cs2 =-1.25TnFs3 =-5.32Ts3 =-21.06Tn
Pn =250.74TnPn =175.52TnMn =30.88Tn-mMn =21.61Tn-men =0.12men =0.123m
verificando:Pn =175.52>Pu=7.5.OK!Mn =21.61>Mu=1.4.OK!en =0.12=eb =0.13OK!por lo tanto usar:6 1/2"OK!
Refuerzo Transversal:S 16 p =25.44cm( 1 )S 48 estr.=45.60cm( 2 )de ( 1 ) y ( 2 ) se elige el menor:Usar estribos: 3/8" @ .20 cm..OK!
