pipe concrete column
DESCRIPTION
pTRANSCRIPT
PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : REVIEW BY :
Pipe Concrete Column Design Based on ACI 318-11
INPUT DATA & DESIGN SUMMARYCONCRETE STRENGTH fc' = 5 ksiREBAR YIELD STRESS fy = 60 ksiCOLUMN OUTSIDE DIAMETER D = 20 inCONCRETE WEB THICKNESS T = 7 inFACTORED AXIAL LOAD Pu = 480 kFACTORED MAGNIFIED MOMENT Mu = 190 ft-kFACTORED SHEAR LOAD Vu = 20 kCOLUMN VERT. REINFORCEMENT 8 # 7LATERAL REINF. OPTION (0=Spirals, 1=Ties) 1 TiesLATERAL REINFORCEMENT # 4 @ 12 in o.c.
THE COLUMN DESIGN IS ADEQUATE.
ANALYSIS
AT AXIAL LOAD ONLY 819 0
AT MAXIMUM LOAD 819 70
AT 0 % TENSION 643 148
AT 25 % TENSION 533 180
AT 50 % TENSION 444 197
318 206
AT BALANCED CONDITION 313 208
146 229
AT FLEXURE ONLY 0 164
CHECK FLEXURAL & AXIAL CAPACITY
819.14 kips., (at max axial load, ACI 318-11, Sec. 10.3.6.1)
where 0.65 (ACI 318-11, Sec.9.3.2.2) > [Satisfactory]
286 4.80
8 in (at balanced strain condition, ACI 10.3.2)
= 0.656 (ACI 318-11, Fig. R9.3.2)
where 10 in 0.002069 0.003
d = 17.56 in, (ACI 7.7.1) 0.8 ( ACI 318-11, Sec. 10.2.7.3 )
164
190 480 kips > [Satisfactory]
= 0.08 (ACI 318-11, Section 10.9) = 0.017
= 0.01 (ACI 318-11, Section 10.9) [Satisfactory]
CHECK SHEAR CAPACITY
49 kips, (ACI 318-11 Sec. 11.1.1)
> [Satisfactory]where 0.75 (ACI 318-11 Sec. 9.3.2.3)
214 0.40 60 ksi
30.3 kips, (ACI 318-11 Sec. 11.2.1)
35.1 kips, (ACI 318-11 Sec. 11.4.7.2)
= 14 (ACI 318-11, Section 7.10.5.2) = 12 in
= 1 [Satisfactory]
f Pn (k)
f Pn (kips) f Mn (ft-kips)
AT e t = 0.002
f Mn (ft-k)
AT e t = 0.005
f Pmax =0.85 f [ 0.85 fc' (Ag - Ast) + fy Ast] =
f = Pu
Ag = in2. Ast = in2.
a = Cbb1 =
f =0.75 + ( et - 0.002 ) (50), for Spiral
0.65 + ( et - 0.002 ) (250 / 3), for Ties
Cb = d ec / (ec + es) = et = ec =
b1 =
f Mn = 0.9 Mn = ft-kips @ Pn = 0, (ACI 318-11, Sec. 9.3.2) ,& et,min = 0.004, (ACI 318-11, Sec. 10.3.5)
f Mn = ft-kips @ Pu = Mu
rmax rprovd
rmin
f Vn = f (Vs + Vc) =
Vu
f =
A0 = in2. Av = in2. fy =
Vc = 2 (fc')0.5A0 =
Vs = MIN (d fy Av / s , 4Vc) =
smax sprovd
smin
0 50 100 150 200 2500
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