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PROJECT :

PAGE :CLIENT :

DESIGN BY :ENGINEERS, INC. JOB NO. :DATE : REVIEW BY :Pipe Concrete Column Design Based on ACI 318-14

INPUT DATA & DESIGN SUMMARYCONCRETE STRENGTH fc' = 5 ksiREBAR YIELD STRESS fy = 60 ksiCOLUMN OUTSIDE DIAMETER D = 20 inCONCRETE WEB THICKNESS T = 7 in

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> Pu [Satisfactory]Ag = 286 in2. Ast =

4.80 in2.a = Cbb1 = 8 in (at balanced strain condition, ACI 21.2.2)f = 0.75 + ( et - 0.002 ) (50), for Spiral

= 0.656 (ACI 318-14 21.2)0.65 + ( et - 0.002 ) (250 / 3), for Ties

where Cb = d ec / (ec + es) =10 in et = 0.002069 ec = 0.003

d = 17.5625 in, (ACI 20.6)b1 = 0.8 ( ACI 318-14 22.2.2.4.3)

f Mn = 0.9 Mn = 164 ft-kips @ Pn = 0, (ACI 318-14 21.2.1) ,& et,min = 0.004, (ACI 318-14 22.2.3.1)

f Mn = 190 ft-kips @ Pu = 480 kips> Mu [Satisfactory]

rmax = 0.08 (ACI 318-14 10.6)rprovd = 0.017

rmin = 0.01 (ACI 318-14 10.6)[Satisfactory]

CHECK SHEAR CAPACITYf Vn = f (Vs + Vc) = 49 kips, (ACI 318-14 22.5)

> Vu [Satisfactory]where f = 0.75 (ACI 318-14 21.2)

A0 = 214 in2. Av = 0.40 in2.fy = 60 ksiVc = 2 (fc')0.5A0 = 30.3 kips, (ACI 318-1

4 22.5.5.1)Vs = MIN (d fy Av / s , 4Vc) =

35.1 kips, (ACI 318-14 22.5.10.5.3)smax = 14 (ACI 318-14 25.7)

sprovd = 12 insmin = 1

[Satisfactory]

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