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PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : REVIEW BY :
Design of Column Supporting Discontinuous System Based on CBC 2001/ ACI 318-05
INPUT DATA & DESIGN SUMMARY
CONCRETE STRENGTH f c' = 3 ksi
REBAR YIELD STRESS f y = 60 ksi
COLUMN CLEAR HEIGHT h = 16 ftCOLUMN SIZE c1 = 24 in
c2 = 24 in
SEISMIC COEFFICIENT (Tab 16-N) R = 5.5
AMPLIFICATION FACTOR (Tab 16-N) W0 = 2.8
DESIGN LEVEL STORY DISPLACEMENT DS = 0.1 in
COLUMN LOADS, ASD (ft-kips, kips)
P Mtop V Mbot
DL 40 0 0 0
LL 20 0 0 0
E/1.4 100 80 20 80
LONGITUDINAL REINFORCING
SECTION TOP BOTTOM
LEFT 4 # 8 4 # 8
( d = 21.50 in ) ( d = 21.50 in )
( 1 Layer) ( 1 Layer)
RIGHT 4 # 8 4 # 8
( d = 21.50 in ) ( d = 21.50 in )
( 1 Layer) ( 1 Layer)
THE COLUMN DESIGN IS ADEQUATE.TRANSVERSE REINFORCEMENT FOR CONFINEMENT
3 Legs # 4 @ 5 in, o.c., full height (ACI 318-05 21.4.4.5 / CBC 1921.4.4.5)
ANALYSIS
DESIGN CRITERIA
1. since the column supported reaction from discontinued stiff member, CBC 1633.2.4 &1921.4.4.5 apply.
2. since the column is not part of the lateral force resisting system, CBC 1921.7 apply.
3. since the column Ld required into top & 12" at least into footing per CBC 1921.4.4.5, a fixed-fixed condition should be used.
DESIGN LOADS
U1 = 1.2 D + f1 L +1.0 W0Eh , (CBC 1630.8.2.1, 12-17 & 30-2) U2 = 0.9 D 1.0 W0Eh , (CBC 1630.8.2.1, 12-18 & 30-2)
Pu = 450.0 kips Mu,top = 313.6 ft-kips Pu = 428.0 kips Mu,top = 313.6 ft-kips
Vu = 78.4 kips Mu,bot = 313.6 ft-kips Vu = 78.4 kips Mu,bot = 313.6 ft-kips
f1 = 0.5
U3 = 1.4 D + 1.7 L , (CBC 1909.2.1, conservatively than 1.2D + 1.6L of ACI 318-05 9.2.1)
Pu = 90.0 kips Mu,top = 0.0 ft-kips
Vu = 0.0 kips Mu,bot = 0.0 ft-kips
CHECK CAPACITY SUBJECTED TO BENDING AND AXIAL LOAD
LOADING U1,top U1,bot U2,top U2,bot U3,top U3,bot
Pu (kips) 450.0 450.0 428.0 428.0 90.0 90.0
Mu (ft-kips) 313.6 313.6 313.6 313.6 0.0 0.0
dns = Cm/[1-Pu/(0.75Pc)] 1.116 1.116 1.110 1.110 1.021 1.021
dnsMu (ft-kips) 349.9 349.9 348.0 348.0 0.0 0.0
fMn (ft-kips) @ Pu 419.8 474.9 476.2 476.2 404.7 404.7
where EI = 0.4EcIg / (1+bd) = 0.25 EcIg
Pc = p2EI / (kLu)
2
SUMMARY OF LOAD VERSUS MOMENT CAPACITIES (for ACI 318-05 10.2 & 10.3 only)
CAPACITY Pn (kips) Mn (ft-kips)
AT AXIAL LOAD ONLY 1047 0
AT MAXIMUM LOAD 1047 175AT 0 % TENSION 893 272
AT 25 % TENSION 745 336
AT 50 % TENSION 622 376
AT e t = 0.002 431 425
AT BALANCED CONDITION 420 428
AT e t = 0.005 256 537
AT FLEXURE ONLY 0 405
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f Pn (kips) (cont'd)
f Mn (ft-kips)
All load points to be within capacity diagram. [Satisfactory]
DETERMINE INDUCED MOMENT IN THE COLUMN
282.182 ft-kips, at top & bottom of column
where Ec = 57000 (fc')0.5
= 3122 ksi, ACI 318-05 8.5.1 / CBC 1908.5.1
Ig = c1 c23
/ 12 = 27648 in4
Ic = 0.5 Ig = 13824 in4
, CBC 1633.2.4
D M = MAX( 0.7 R Ds , 0.0025 h) = 0.48 in, CBC (30-17) & 1633.2.4
P = PDL + PLL = 60 kips, CBC 1633.2.4
D = 0.5 DM = 0.24 in, CBC (30-17)
CHECK REQUIREMENTS OF NOT PART OF THE LATERAL RESISTING SYSTEM
Mu = 1.2 MDL + 1.0 MLL + Mcol = 282.182 ft-kips, (CBC 1921.7.2, Mu = 1.4 MDL + 1.4 MLL + Mcol )< f Mn = 404.7 kips [Satisfactory]
Pu, max = 450.0 kips > 0.1Agfc' = 172.8 kips [Satisfactory]Per ACI 318-05 21.11.3.3 / CBC 1921.7.3.3, the column shall satisfy ACI 318-05 21.4.4, 21.4.5 and 21.5.2.1.
CHECK SECTION REQUIREMENTS (ACI 318-05 21.4.1 / CBC 1921.4.1)
cmin =MIN(c1, c2) = 24 in > 12 in [Satisfactory]
cmin / cmax = 1.00 > 0.4 [Satisfactory]
CHECK TRANSVERSE REINFORCING AT END OF COLUMN (ACI 318-05 21.4.4 / CBC 1921.4.4)
Ash = 0.60 in2
> MAX[ 0.09shcfc' / fyh , 0.3shc(Ag/Ach-1)fc' / fyh ] = 0.47 in2
[Satisfactory] where s = MAX[MIN(c1/4, 6db, 4+(14-hx)/3, 6), 4] = 5 in
hc = c1 - 2Cover - dt = 20.5 inAch = (c1-3)(c2-3) = 441.0 in
2
CHECK FLEXURAL REINFORCING (ACI 318-05 21.4.3.1 / CBC 1921.4.3.1)
rtotal = 0.018 > rmin = 0.010 [Sat isfactory]
< rmax = 0.060 [Sat isfactory]
CHECK SHEAR STRENGTH (ACI 318-05 21.4.5 / CBC 1921.4.5)
Ve = MAX[ (Mpr, left, top + Mpr, right,bot) / h , Vu,max] = 114.5 kips
< 8f(fc')0.5
c2d = 169.6 kips [Satisfactory]
< f[2(fc')0.5
c2d + Avfyd / s] = 158.5 kips [Satisfactory]
where rtop,left = 0.006 > rmin=MIN[3(fc')0.5
/fy, 200/fy ]= 0.003 [Satisfactory]
rbot,left = 0.006 > rmin = 0.003 [Satisfactory]
Mpr, left, top = 1.25Mn,col,max = 916 ft-kips f = 0.75 (0.85, if CBC 1909.3.2.3)
Mpr, right, bot = 1.25Mn,col,max = 916 ft-kips Av = 0.6 in2
DETERMINE SEISMIC TENSION DEVELOPMENT, Ld, INTO THE TOP PER ACI 318-05 21.4.4.5 / CBC 1921.4.4.5
17 db = 17 in, (ACI 318-05 21.5.4.1)
59 db = 59 in, (ACI 318-05 21.5.4.2)
where db = 1 in
b = 1.0 , (1.2 for epoxy-coated, ACI 318-05 21.5.4.4 & 12.2.4)
0
200
400
600
800
1000
1200
0 100 200 300 400 500 600
2
6 ME Ic cPMcol
h
D D
3.5 , 12d dhMAX inL L b
', , 68
65
b y
dh b
c
fdMAX indL
f
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PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : REVIEW BY :
INPUT DATA & DESIGN SUMMARYCONCRETE STRENGTH fc' = 3 ksi
REBAR YIELD STRESS fy = 60 ksi
COLUMN DIMENSIONS cx = 24 in
cy = 24 in
FACTORED AXIAL LOAD Pu = 450 k
FACTORED MOMENT LOAD Mu,x = 349.94 ft-k
Mu,y = 0.0001 ft-k
FACTORED SHEAR LOAD Vu,x = 0 k
Vu,y = 0 k
COLUMN VERT. REINF. 4 # 8 at x dir.
4 # 8 at y dir.
SHEAR REINF. 3 legs,# 4 @ 4 in o.c., x dir. THE COLUMN DESIGN IS ADEQUATE.2 legs,# 4 @ 4 in o.c., y dir.
ANALYSIS
f Pn (k)
Pn (kips) Mn (ft-kips)
AT AXIAL LOAD ONLY 1047 0
AT MAXIMUM LOAD 1047 175
AT 0 % TENSION 893 272
AT 25 % TENSION 745 336
AT 50 % TENSION 622 376
ATe t = 0.002 431 425
AT BALANCED CONDITION 420 428
f Mn (ft-k) ATe t = 0.005 256 537
AT FLEXURE ONLY 0 405
CHECK FLEXURAL & AXIAL CAPACITY
Mu = ( Mu,x2
+ Mu,y2
)0.5
= ft-k, (combined bending load.) q = 0.00o
, (the direction of combined load.)
f Pmax =0.80 f [ 0.85 fc' (Ag - Ast) + fy Ast] = 1047 kips., (at max axial load, ACI 318-05, Sec. 10.3.6.2)
where f = 0.65 (ACI 318-05, Sec.9.3.2.2) > Pu [Satisfactory]
Ag = 576 in2. Ast = 9.48 in
2.
a = Cbb1 = 11 in (at balanced strain condition, ACI 10.3.2)
f = 0.48 + 83 et = (ACI 318-05, Fig. R9.3.2)
where Cb = d ec / (ec + es) = 13 in et= 0.002069 ec= 0.003
d = 21.5 in, (ACI 7.7.1) b1 = 0.85 ( ACI 318-05, Sec. 10.2.7.3 )fMn = 0.9 Mn = 405 ft-kips @ Pn = 0, (ACI 318-05, Sec. 9.3.2)
fMn = ft-kips @ Pu = 450 kips > Mu [Satisfactory]
rmax = 0.08 (ACI 318-05, Section 10.9) rprovd = 0.016
rmin = 0.01 (ACI 318-05, Section 10.9) [Satisfactory]
You have to change computer to use this program, or contact DTL t
CHECK SHEAR CAPACITY (ACI 318-05 Sec. 11.1.1, 11.3.1, & 11.5.6.2)
fVn = f (Vs + Vc) (ACI 318-05 Sec. 11.1.1)
> Vu [Satisfactory]
where f = 0.75 (ACI 318-05 Sec. 9.3.2.3) fy = 60 ksi
d A0 Av Vc = 2 (f c')0.5
A0 Vs = MIN (d fyAv / s , 4Vc) f Vn
x 21.50 516 0.60 56.5 193.5 188
y 21.50 516 0.40 56.5 129.0 139
smax = 12 (ACI 318-05, Section 10.16.8.5) sprovd = 4 in
smin = 1 (ACI 318-05, Section 7.10.4.3) [Satisfactory]
Concrete Column Design Based on ACI 318-05
(Total 12 # 8)
349.942
420
0.652
0
200
400
600
800
1000
1200
0 100 200 300 400 500 600
e
eq
''
2
'
'
2 0.85, 57 , 29000
0.85 2 , 0
0.85 ,
,
,
C
C
CC
C
S
fksifE Ec so
Ec
c c forfc of oo
forf c o
forEss s yf
forf s yy
e
e e
ee
ee
ee
eee
ee
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R E I N F O R C E M E N T
SIZE DIAM. AREA
# 0 #REF!
3 0.38 0.11
4 0.50 0.20
5 0.63 0.31 Mu,x = 349.942 ft-k
6 0.75 0.44 Mu,y = 0.00011 ft-k
7 0.88 0.60
8 1.00 0.79
9 1.13 1.0010 1.27 1.27
11 1.41 1.56
14 1.69 2.25
18 2.26 4.00
STRESS STRAIN COMPUTATION AT MAXIMUM LOAD
1ST ESTIMATE
Axial load fPn / f = 1611 k
Distance to neutral axis c = 24 in
Beta factor b = 0.85
Compression block a = 20 in
E = 29000 ksi d = 21.500 in
fy
= 60 ksi D = 24.00 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.003 60 0 10 0 qcritial = 45
2 0.59 2.50 0.003 60 34 10 27 dx = 21.500
3 1.19 2.50 0.003 60 68 9 54 dy = 21.500
4 1.19 2.50 0.003 60 68 9 54 sx = 19.000
5 1.18 7.25 0.002 60 68 5 27 sy = 19.000
6 1.18 12.00 0.002 44 49 0 0 Asx = 0.125 in2
/ in
7 1.18 16.75 0.001 26 28 -5 -11 Asx = 0.125 in2
/ in
8 0.89 21.50 0.000 9 6 -9 -5 cx = 24.0
9 0.59 21.50 0.000 9 4 -9 -3 cy = 24.0
10 0.59 21.50 0.000 9 4 -9 -3 9.480
11 0.59 21.50 0.000 9 4 -10 -3 576
12 0.30 21.50 0.000 9 2 -10 -2
CONC 1215 172
S 9.480 1549 308
Ec = 3122 ksi eo = 0.0016
conc sec thick to end b control D ec fc force arm moment to end b to end b
1 0.00 0.00 6.00 0.00 5.66E-06 0.003 2.55 0 12 0 0.00 6.00 0.00 6.00
2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00 0.00 12.00
3 0.00 0.00 18.00 24.00 2.83E-05 0.003 2.55 0 12 0 0.00 18.00 0.00 18.00
4 0.00 0.00 24.00 24.00 3.96E-05 0.003 2.55 0 12 0 0.00 24.00 0.00 24.00
5 6.00 6.00 24.00 144 0.00262 2.55 367 9 275 6.00 24.00 4.00 24.00
6 6.00 12.00 24.00 144 0.00187 2.55 367 3 92 12.00 24.00 8.00 24.00
7 6.00 18.00 24.00 144 0.00113 2.30285 332 -3 -83 18.00 24.00 12.00 24.00
8 6.00 24.00 24.00 144 0.00038 1.03638 149 -9 -112 24.00 24.00 16.00 24.00
9 0.00 24.00 12.00 6.79E-05 7.1E-10 2.2E-06 0 -12 0 24.00 12.00 20.00 24.00
10 0.00 24.00 0.00 2.26E-05 2.4E-10 7.4E-07 0 -12 0 24.00 0.00 24.00 24.00
S 24.00 576 1215 172
3RD ITERATION
Axial load fPn / f = 1611 k
Distance to neytral axis c = 25 in
Beta factor b = 0.85
Compression block a = 21 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.003 60 0 10 0
2 0.59 2.50 0.003 60 34 10 27
3 1.19 2.50 0.003 60 68 9 54
4 1.19 2.50 0.003 60 68 9 54
5 1.18 7.25 0.002 60 68 5 27
6 1.18 12.00 0.002 45 51 0 0
7 1.18 16.75 0.001 29 31 -5 -12
8 0.89 21.50 0.000 12 9 -9 -7
case 1 case 2
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9 0.59 21.50 0.000 12 6 -9 -5
10 0.59 21.50 0.000 12 6 -9 -5
11 0.59 21.50 0.000 12 6 -10 -5
12 0.30 21.50 0.000 12 3 -10 -2
CONC 1261 143
S 1610 269
Ec = 3122 ksi eo = 0.0016
conc sec thick to end b control ec fc force arm moment to end b to end b
1 0.00 0.00 6.00 0.00 5.66E-06 0.003 2.55 0 12 0 0.00 6.00 0.00 6.00
2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00 0.00 12.003 0.00 0.00 18.00 24.00 2.83E-05 0.003 2.55 0 12 0 0.00 18.00 0.00 18.00
4 0.00 0.00 24.00 24.00 3.96E-05 0.003 2.55 0 12 0 0.00 24.00 0.00 24.00
5 6.00 6.00 24.00 144 0.00264 2.55 367 9 275 6.00 24.00 4.17 24.00
6 6.00 12.00 24.00 144 0.00192 2.55 367 3 92 12.00 24.00 8.35 24.00
7 6.00 18.00 24.00 144 0.0012 2.37269 342 -3 -85 18.00 24.00 12.52 24.00
8 6.00 24.00 24.00 144 0.00048 1.28702 185 -9 -139 24.00 24.00 16.69 24.00
9 0.00 24.00 12.00 6.79E-05 0.00012 0.37381 0 -12 0 24.00 12.00 20.87 24.00
10 0.00 24.00 0.00 2.26E-05 0.00012 0.37381 0 -12 0 24.00 0.00 25.04 24.00
S 24.00 576 1261 143
5TH ITERATION
Axial load fPn / f = 1611 k
Distance to neutral axis c = 25 in
Beta factor b = 0.85Compression block a = 21 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.003 60 0 10 0
2 0.59 2.50 0.003 60 34 10 27
3 1.19 2.50 0.003 60 68 9 54
4 1.19 2.50 0.003 60 68 9 54
5 1.18 7.25 0.002 60 68 5 27
6 1.18 12.00 0.002 45 51 0 0
7 1.18 16.75 0.001 29 31 -5 -12
8 0.89 21.50 0.000 12 9 -9 -7
9 0.59 21.50 0.000 12 6 -9 -5
10 0.59 21.50 0.000 12 6 -9 -5
11 0.59 21.50 0.000 12 6 -10 -5
12 0.30 21.50 0.000 12 3 -10 -2
CONC 1262 143
S 1611 269
Ec = 3122 ksi eo = 0.0016
conc sec thick to end b control D ec fc force arm moment to end b to end b
1 0.00 0.00 6.00 0.00 5.66E-06 0.003 2.55 0 12 0 0.00 6.00 0.00 6.00
2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00 0.00 12.00
3 0.00 0.00 18.00 24.00 2.83E-05 0.003 2.55 0 12 0 0.00 18.00 0.00 18.00
4 0.00 0.00 24.00 24.00 3.96E-05 0.003 2.55 0 12 0 0.00 24.00 0.00 24.00
5 6.00 6.00 24.00 144 0.00264 2.55 367 9 275 6.00 24.00 4.17 24.00
6 6.00 12.00 24.00 144 0.00192 2.55 367 3 92 12.00 24.00 8.35 24.00
7 6.00 18.00 24.00 144 0.0012 2.37315 342 -3 -85 18.00 24.00 12.52 24.00
8 6.00 24.00 24.00 144 0.00048 1.28876 186 -9 -139 24.00 24.00 16.70 24.00
9 0.00 24.00 12.00 6.79E-05 0.00013 0.37642 0 -12 0 24.00 12.00 20.87 24.00
10 0.00 24.00 0.00 2.26E-05 0.00013 0.37642 0 -12 0 24.00 0.00 25.05 24.00
S 24.00 576 1262 143
7TH ITERATION
Axial load fPn / f = 1611 k
Distance to neutral axis c = 25 in
Beta factor b = 0.85
Compression block a = 21 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.003 60 0 10 0
2 0.59 2.50 0.003 60 34 10 27
3 1.19 2.50 0.003 60 68 9 54
4 1.19 2.50 0.003 60 68 9 54
5 1.18 7.25 0.002 60 68 5 27
case 1 case 2
case 1 case 2
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6 1.18 12.00 0.002 45 51 0 0
7 1.18 16.75 0.001 29 31 -5 -12
8 0.89 21.50 0.000 12 9 -9 -7
9 0.59 21.50 0.000 12 6 -9 -5
10 0.59 21.50 0.000 12 6 -9 -5
11 0.59 21.50 0.000 12 6 -10 -5
12 0.30 21.50 0.000 12 3 -10 -2
CONC 1262 143
S 1611 269
Ec
=3122 ksi
eo
=0.0016
conc sec thick to end b control D ec fc force arm moment to end b to end b
1 0.00 0.00 6.00 0.00 5.66E-06 0.003 2.55 0 12 0 0.00 6.00 0.00 6.00
2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00 0.00 12.00
3 0.00 0.00 18.00 24.00 2.83E-05 0.003 2.55 0 12 0 0.00 18.00 0.00 18.00
4 0.00 0.00 24.00 24.00 3.96E-05 0.003 2.55 0 12 0 0.00 24.00 0.00 24.00
5 6.00 6.00 24.00 144 0.00264 2.55 367 9 275 6.00 24.00 4.17 24.00
6 6.00 12.00 24.00 144 0.00192 2.55 367 3 92 12.00 24.00 8.35 24.00
7 6.00 18.00 24.00 144 0.0012 2.37315 342 -3 -85 18.00 24.00 12.52 24.00
8 6.00 24.00 24.00 144 0.00048 1.28876 186 -9 -139 24.00 24.00 16.70 24.00
9 0.00 24.00 12.00 6.79E-05 0.00013 0.37642 0 -12 0 24.00 12.00 20.87 24.00
10 0.00 24.00 0.00 2.26E-05 0.00013 0.37642 0 -12 0 24.00 0.00 25.05 24.00
S 24.00 576 1262 143
STRESS-STRAIN COMPUTATIONS AT POINT OF 0% TENSION
Stress at last row of bars fs = 0 ksi
Distance to neutral axis c = 22 in
Beta factor b = 0.85
Compression block a = 18 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.003 60 0 10 0
2 0.59 2.50 0.003 60 34 10 27
case 1 case 2
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3 1.19 2.50 0.003 60 68 9 54
4 1.19 2.50 0.003 60 68 9 54
5 1.18 7.25 0.002 58 65 5 26
6 1.18 12.00 0.001 38 43 0 0
7 1.18 16.75 0.001 19 20 -5 -8
8 0.89 21.50 0.000 0 -2 -9 2
9 0.59 21.50 0.000 0 -2 -9 1
10 0.59 21.50 0.000 0 -2 -9 1
11 0.59 21.50 0.000 0 -2 -10 1
12 0.30 21.50 0.000 0 0 -10 0CONC 1082 261
S 1373 419
Ec = 3122 ksi eo = 0.0016
conc sec thick to end b control ec fc force arm moment to end b to end b
1 0.00 0.00 6.00 0.00 5.66E-06 0.003 2.55 0 12 0 0.00 6.00 0.00 6.00
2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00 0.00 12.00
3 0.00 0.00 18.00 24.00 2.83E-05 0.003 2.55 0 12 0 0.00 18.00 0.00 18.00
4 0.00 0.00 24.00 24.00 3.96E-05 0.003 2.55 0 12 0 0.00 24.00 0.00 24.00
5 3.58 3.58 24.00 86 0.00275 2.55 219 10 187 6.00 24.00 3.58 24.00
6 3.58 7.17 24.00 86 0.00225 2.55 219 7 121 12.00 24.00 7.17 24.00
7 3.58 10.75 24.00 86 0.00175 2.55 219 3 56 18.00 24.00 10.75 24.00
8 3.58 14.33 24.00 86 0.00125 2.40942 207 -1 -9 24.00 24.00 14.33 24.00
9 3.58 17.92 24.00 86 0.00075 1.804 155 -4 -53 22.75 ###### 17.92 24.0010 3.58 21.50 24.00 86 0.00025 0.72078 62 -8 -40 21.50 ###### 21.50 24.00
S 21.50 516 1082 261
STRESS-STRAIN COMPUTATIONS AT POINT OF 50% TENSION
Stress at last row of bars fs = 30 ksi
Distance to neutral axis c = 16 in
Beta factor b = 0.85
Compression block a = 14 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.003 60 0 10 0
2 0.59 2.50 0.003 60 34 10 27
3 1.19 2.50 0.003 60 68 9 54
4 1.19 2.50 0.003 60 68 9 54
5 1.18 7.25 0.002 48 53 5 21
6 1.18 12.00 0.001 22 23 0 0
7 1.18 16.75 0.000 -4 -5 -5 2
8 0.89 21.50 -0.001 -30 -27 -9 21
9 0.59 21.50 -0.001 -30 -18 -9 14
10 0.59 21.50 -0.001 -30 -18 -9 14
11 0.59 21.50 -0.001 -30 -18 -10 14
12 0.30 21.50 -0.001 -30 -9 -10 7
CONC 805 350
S 957 579
Ec = 3122 ksi eo = 0.0016
conc sec thick to end b control D ec fc force arm moment to end b to end b
1 0.00 0.00 6.00 0.00 5.66E-06 0.003 2.55 0 12 0 0.00 6.00 0.00 6.00
2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00 0.00 12.00
3 0.00 0.00 18.00 24.00 2.83E-05 0.003 2.55 0 12 0 0.00 18.00 0.00 18.00
4 0.00 0.00 24.00 24.00 3.96E-05 0.003 2.55 0 12 0 0.00 24.00 0.00 24.00
5 2.66 2.66 24.00 63.94871 0.00275 2.55 163 11 145 6.00 24.00 2.66 24.00
6 2.66 5.33 24.00 63.94871 0.00225 2.55 163 8 109 12.00 24.00 5.33 24.00
7 2.66 7.99 24.00 63.94871 0.00175 2.55 163 5 73 18.00 24.00 7.99 24.00
8 2.66 10.66 24.00 63.94871 0.00125 2.40942 154 3 34 24.00 24.00 10.66 24.00
9 2.66 13.32 24.00 63.94871 0.00075 1.80399 115 0 0 19.99 ###### 13.32 24.00
10 2.66 15.99 24.00 63.94871 0.00025 0.72078 46 -3 -10 15.99 ###### 15.99 24.00
S 15.99 384 805 350
STRESS-STRAIN COMPUTATIONS AT BALANCED CONDITION
Stress at last row of bars fs = 60 ksi
Distance to neutral axis c = 13 in
Beta factor b = 0.85
Compression block a = 11 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
case 1 case 2
case 1 case 2
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to end
1 0.00 2.50 0.002 60 0 10 0
2 0.59 2.50 0.002 60 34 10 27
3 1.19 2.50 0.002 60 68 9 54
4 1.19 2.50 0.002 60 68 9 54
5 1.18 7.25 0.001 37 41 5 16
6 1.18 12.00 0.000 5 3 0 0
7 1.18 16.75 -0.001 -28 -33 -5 13
8 0.89 21.50 -0.002 -60 -53 -9 42
9 0.59 21.50 -0.002 -60 -36 -9 2810 0.59 21.50 -0.002 -60 -36 -9 28
11 0.59 21.50 -0.002 -60 -36 -10 28
12 0.30 21.50 -0.002 -60 -18 -10 14
CONC 641 353
S 645 657
Ec = 3122 ksi eo = 0.0016
conc sec thick to end b control D ec fc force arm moment to end b to end b
1 0.00 0.00 6.00 0.00 5.66E-06 0.003 2.55 0 12 0 0.00 6.00 0.00 6.00
2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00 0.00 12.00
3 0.00 0.00 18.00 24.00 2.83E-05 0.003 2.55 0 12 0 0.00 18.00 0.00 18.00
4 0.00 0.00 24.00 24.00 3.96E-05 0.003 2.55 0 12 0 0.00 24.00 0.00 24.00
5 2.12 2.12 24.00 50.8976 0.00275 2.55 130 11 118 6.00 24.00 2.12 24.00
6 2.12 4.24 24.00 50.8976 0.00225 2.55 130 9 95 12.00 24.00 4.24 24.007 2.12 6.36 24.00 50.8976 0.00175 2.55 130 7 72 18.00 24.00 6.36 24.00
8 2.12 8.48 24.00 50.8976 0.00125 2.40942 123 5 47 24.00 24.00 8.48 24.00
9 2.12 10.60 24.00 50.8976 0.00075 1.80399 92 2 19 18.36 ###### 10.60 24.00
10 2.12 12.72 24.00 50.8976 0.00025 0.72078 37 0 1 12.72 ###### 12.72 24.00
S 12.72 305 641 353
STRESS-STRAIN COMPUTATIONS AT Pu = 0.1 * f'c * Ag < = = Not used
1ST ESTIMATE
Axial load Pn = 173 k
Distance to neutral axis c = 13 in
Beta factor b = 0.85
Compression block a = 11 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.002 60 0 10 0
2 0.59 2.50 0.002 60 34 10 27
3 1.19 2.50 0.002 60 68 9 54
4 1.19 2.50 0.002 60 68 9 54
5 1.18 7.25 0.001 37 41 5 16
6 1.18 12.00 0.000 5 3 0 0
7 1.18 16.75 -0.001 -28 -33 -5 13
8 0.89 21.50 -0.002 -60 -53 -9 42
9 0.59 21.50 -0.002 -60 -36 -9 28
10 0.59 21.50 -0.002 -60 -36 -9 28
11 0.59 21.50 -0.002 -60 -36 -10 28
12 0.30 21.50 -0.002 -60 -18 -10 14
CONC 641 353
S 645 657
Ec = 3122 ksi eo = 0.0016
conc sec thick to end b control D ec fc force arm moment to end b to end b
1 0.00 0.00 6.00 0.00 5.66E-06 0.003 2.55 0 12 0 0.00 6.00 0.00 6.00
2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00 0.00 12.00
3 0.00 0.00 18.00 24.00 2.83E-05 0.003 2.55 0 12 0 0.00 18.00 0.00 18.00
4 0.00 0.00 24.00 24.00 3.96E-05 0.003 2.55 0 12 0 0.00 24.00 0.00 24.00
5 2.12 2.12 24.00 50.8976 0.00275 2.55 130 11 118 6.00 24.00 2.12 24.00
6 2.12 4.24 24.00 50.8976 0.00225 2.55 130 9 95 12.00 24.00 4.24 24.00
7 2.12 6.36 24.00 50.8976 0.00175 2.55 130 7 72 18.00 24.00 6.36 24.00
8 2.12 8.48 24.00 50.8976 0.00125 2.40942 123 5 47 24.00 24.00 8.48 24.00
9 2.12 10.60 24.00 50.8976 0.00075 1.80399 92 2 19 18.36 ###### 10.60 24.00
10 2.12 12.72 24.00 50.8976 0.00025 0.72078 37 0 1 12.72 ###### 12.72 24.00
S 12.72 305 641 353
3RD ITERATION
Axial load Pu = 173 k
case 1 case 2
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Distance to neytral axis c = 7 in
Beta factor b = 0.85
Compression block a = 6 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.002 57 0 10 0
2 0.59 2.50 0.002 57 32 10 263 1.19 2.50 0.002 57 65 9 51
4 1.19 2.50 0.002 57 65 9 51
5 1.18 7.25 0.000 0 -3 5 -1
6 1.18 12.00 -0.002 -57 -68 0 0
7 1.18 16.75 -0.004 -60 -71 -5 28
8 0.89 21.50 -0.006 -60 -53 -9 42
9 0.59 21.50 -0.006 -60 -36 -9 28
10 0.59 21.50 -0.006 -60 -36 -9 28
11 0.59 21.50 -0.006 -60 -36 -10 28
12 0.30 21.50 -0.006 -60 -18 -10 14
CONC 365 272
S 207 567
Ec
= 3122 ksi eo
= 0.0016
conc sec thick to end b control ec fc force arm moment to end b to end b
1 0.00 0.00 6.00 0.00 5.66E-06 0.003 2.55 0 12 0 0.00 6.00 0.00 6.00
2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00 0.00 12.00
3 0.00 0.00 18.00 24.00 2.83E-05 0.003 2.55 0 12 0 0.00 18.00 0.00 18.00
4 0.00 0.00 24.00 24.00 3.96E-05 0.003 2.55 0 12 0 0.00 24.00 0.00 24.00
5 1.21 1.21 24.00 29.00171 0.00275 2.55 74 11 70 6.00 24.00 1.21 24.00
6 1.21 2.42 24.00 29.00171 0.00225 2.55 74 10 63 12.00 24.00 2.42 24.00
7 1.21 3.63 24.00 29.00171 0.00175 2.55 74 9 55 18.00 24.00 3.63 24.00
8 1.21 4.83 24.00 29.00171 0.00125 2.40942 70 8 45 24.00 24.00 4.83 24.00
9 1.21 6.04 24.00 29.00171 0.00075 1.80399 52 7 29 15.63 ###### 6.04 24.00
10 1.21 7.25 24.00 29.00171 0.00025 0.72078 21 5 9 7.25 ###### 7.25 24.00
S 7.25 174 365 272
5TH ITERATION
Axial load Pu = 173 k
Distance to neutral axis c = 7 in
Beta factor b = 0.85
Compression block a = 6 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.002 55 0 10 0
2 0.59 2.50 0.002 55 31 10 25
3 1.19 2.50 0.002 55 62 9 49
4 1.19 2.50 0.002 55 62 9 49
5 1.18 7.25 0.000 -5 -6 5 -3
6 1.18 12.00 -0.002 -60 -71 0 0
7 1.18 16.75 -0.004 -60 -71 -5 28
8 0.89 21.50 -0.006 -60 -53 -9 42
9 0.59 21.50 -0.006 -60 -36 -9 28
10 0.59 21.50 -0.006 -60 -36 -9 28
11 0.59 21.50 -0.006 -60 -36 -10 28
12 0.30 21.50 -0.006 -60 -18 -10 14
CONC 343 261
S 173 550
Ec = 3122 ksi eo = 0.0016
conc sec thick to end b control D ec fc force arm moment to end b to end b
1 0.00 0.00 6.00 0.00 5.66E-06 0.003 2.55 0 12 0 0.00 6.00 0.00 6.00
2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00 0.00 12.00
3 0.00 0.00 18.00 24.00 2.83E-05 0.003 2.55 0 12 0 0.00 18.00 0.00 18.00
4 0.00 0.00 24.00 24.00 3.96E-05 0.003 2.55 0 12 0 0.00 24.00 0.00 24.00
5 1.14 1.14 24.00 27.2916 0.00275 2.55 70 11 66 6.00 24.00 1.14 24.00
6 1.14 2.27 24.00 27.2916 0.00225 2.55 70 10 60 12.00 24.00 2.27 24.00
7 1.14 3.41 24.00 27.2916 0.00175 2.55 70 9 53 18.00 24.00 3.41 24.00
8 1.14 4.55 24.00 27.2916 0.00125 2.40942 66 8 44 24.00 24.00 4.55 24.00
9 1.14 5.69 24.00 27.2916 0.00075 1.80399 49 7 28 15.41 ###### 5.69 24.00
10 1.14 6.82 24.00 27.2916 0.00025 0.72078 20 6 9 6.82 ###### 6.82 24.00
case 1 case 2
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S 6.82 164 343 261
7TH ITERATION
Axial load Pu = 173 k
Distance to neutral axis c = 7 in
Beta factor b = 0.85
Compression block a = 6 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc'
=3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.002 55 0 10 0
2 0.59 2.50 0.002 55 31 10 25
3 1.19 2.50 0.002 55 62 9 49
4 1.19 2.50 0.002 55 62 9 49
5 1.18 7.25 0.000 -5 -6 5 -3
6 1.18 12.00 -0.002 -60 -71 0 0
7 1.18 16.75 -0.004 -60 -71 -5 28
8 0.89 21.50 -0.006 -60 -53 -9 42
9 0.59 21.50 -0.006 -60 -36 -9 28
10 0.59 21.50 -0.006 -60 -36 -9 28
11 0.59 21.50 -0.006 -60 -36 -10 2812 0.30 21.50 -0.006 -60 -18 -10 14
CONC 343 261
S 173 550
Ec = 3122 ksi eo = 0.0016
conc sec thick to end b control D ec fc force arm moment to end b to end b
1 0.00 0.00 6.00 0.00 5.66E-06 0.003 2.55 0 12 0 0.00 6.00 0.00 6.00
2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00 0.00 12.00
3 0.00 0.00 18.00 24.00 2.83E-05 0.003 2.55 0 12 0 0.00 18.00 0.00 18.00
4 0.00 0.00 24.00 24.00 3.96E-05 0.003 2.55 0 12 0 0.00 24.00 0.00 24.00
5 1.14 1.14 24.00 27.29239 0.00275 2.55 70 11 66 6.00 24.00 1.14 24.00
6 1.14 2.27 24.00 27.29239 0.00225 2.55 70 10 60 12.00 24.00 2.27 24.00
7 1.14 3.41 24.00 27.29239 0.00175 2.55 70 9 53 18.00 24.00 3.41 24.00
8 1.14 4.55 24.00 27.29239 0.00125 2.40942 66 8 44 24.00 24.00 4.55 24.00
9 1.14 5.69 24.00 27.29239 0.00075 1.80399 49 7 28 15.41 ###### 5.69 24.00
10 1.14 6.82 24.00 27.29239 0.00025 0.72078 20 6 9 6.82 ###### 6.82 24.00
S 6.82 164 343 261
STRESS STRAIN COMPUTATION AT PURE MOMENT CONDITION
1ST ESTIMATE
Axial load Pu = 0 k
Distance to neutral axis c = 14 in
Beta factor b = 0.85
Compression block a = 12 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.002 60 0 10 0
2 0.59 2.50 0.002 60 34 10 27
3 1.19 2.50 0.002 60 68 9 54
4 1.19 2.50 0.002 60 68 9 54
5 1.18 7.25 0.001 42 46 5 18
6 1.18 12.00 0.000 12 11 0 0
7 1.18 16.75 -0.001 -18 -21 -5 8
8 0.89 21.50 -0.002 -47 -42 -9 33
9 0.59 21.50 -0.002 -47 -28 -9 22
10 0.59 21.50 -0.002 -47 -28 -9 22
11 0.59 21.50 -0.002 -47 -28 -10 22
12 0.30 21.50 -0.002 -47 -14 -10 11
CONC 700 356
S 766 629
Ec = 3122 ksi eo = 0.0016
conc sec thick to end b control D ec fc force arm moment to end b to end b
1 0.00 0.00 6.00 0.00 5.66E-06 0.003 2.55 0 12 0 0.00 6.00 0.00 6.00
2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00 0.00 12.00
3 0.00 0.00 18.00 24.00 2.83E-05 0.003 2.55 0 12 0 0.00 18.00 0.00 18.00
4 0.00 0.00 24.00 24.00 3.96E-05 0.003 2.55 0 12 0 0.00 24.00 0.00 24.00
case 1 case 2
case 1 case 2
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5 2.32 2.32 24.00 55.64705 0.00275 2.55 142 11 128 6.00 24.00 2.32 24.00
6 2.32 4.64 24.00 55.64705 0.00225 2.55 142 9 101 12.00 24.00 4.64 24.00
7 2.32 6.96 24.00 55.64705 0.00175 2.55 142 6 73 18.00 24.00 6.96 24.00
8 2.32 9.27 24.00 55.64705 0.00125 2.40942 134 4 43 24.00 24.00 9.27 24.00
9 2.32 11.59 24.00 55.64705 0.00075 1.80399 100 2 13 18.96 ###### 11.59 24.00
10 2.32 13.91 24.00 55.64705 0.00025 0.72078 40 -1 -3 13.91 ###### 13.91 24.00
S 13.91 334 700 356
3RD ITERATION
Axial load Pu = 0 k
Distance to neytral axis c = 5 inBeta factor b = 0.85
Compression block a = 4 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.001 41 0 10 0
2 0.59 2.50 0.001 41 23 10 18
3 1.19 2.50 0.001 41 46 9 36
4 1.19 2.50 0.001 41 46 9 36
5 1.18 7.25 -0.002 -45 -54 5 -21
6 1.18 12.00 -0.005 -60 -71 0 07 1.18 16.75 -0.008 -60 -71 -5 28
8 0.89 21.50 -0.011 -60 -53 -9 42
9 0.59 21.50 -0.011 -60 -36 -9 28
10 0.59 21.50 -0.011 -60 -36 -9 28
11 0.59 21.50 -0.011 -60 -36 -10 28
12 0.30 21.50 -0.011 -60 -18 -10 14
CONC 240 200
S -19 438
Ec = 3122 ksi eo = 0.0016
conc sec thick to end b control D ec fc force arm moment to end b to end b
1 0.00 0.00 6.00 0.00 5.66E-06 0.003 2.55 0 12 0 0.00 6.00 0.00 6.00
2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00 0.00 12.00
3 0.00 0.00 18.00 24.00 2.83E-05 0.003 2.55 0 12 0 0.00 18.00 0.00 18.00
4 0.00 0.00 24.00 24.00 3.96E-05 0.003 2.55 0 12 0 0.00 24.00 0.00 24.00
5 0.79 0.79 24.00 19.07136 0.00275 2.55 49 12 47 6.00 24.00 0.79 24.00
6 0.79 1.59 24.00 19.07136 0.00225 2.55 49 11 44 12.00 24.00 1.59 24.00
7 0.79 2.38 24.00 19.07136 0.00175 2.55 49 10 41 18.00 24.00 2.38 24.00
8 0.79 3.18 24.00 19.07136 0.00125 2.40942 46 9 35 24.00 24.00 3.18 24.00
9 0.79 3.97 24.00 19.07136 0.00075 1.80399 34 8 24 14.38 ###### 3.97 24.00
10 0.79 4.77 24.00 19.07136 0.00025 0.72078 14 8 9 4.77 ###### 4.77 24.00
S 4.77 114 240 200
5TH ITERATION
Axial load Pu = 0 k
Distance to neutral axis c = 5 in
Beta factor b = 0.85
Compression block a = 4 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.001 43 0 10 0
2 0.59 2.50 0.001 43 24 10 19
3 1.19 2.50 0.001 43 48 9 38
4 1.19 2.50 0.001 43 48 9 38
5 1.18 7.25 -0.001 -41 -48 5 -19
6 1.18 12.00 -0.004 -60 -71 0 0
7 1.18 16.75 -0.007 -60 -71 -5 28
8 0.89 21.50 -0.010 -60 -53 -9 42
9 0.59 21.50 -0.010 -60 -36 -9 28
10 0.59 21.50 -0.010 -60 -36 -9 28
11 0.59 21.50 -0.010 -60 -36 -10 28
12 0.30 21.50 -0.010 -60 -18 -10 14
CONC 249 205
S 0 450
Ec = 3122 ksi eo = 0.0016
conc sec thick to end b control ec fc force arm moment to end b to end b
1 0.00 0.00 6.00 0.00 5.66E-06 0.003 2.55 0 12 0 0.00 6.00 0.00 6.00
case 1 case 2
case 1 case 2
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2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00 0.00 12.00
3 0.00 0.00 18.00 24.00 2.83E-05 0.003 2.55 0 12 0 0.00 18.00 0.00 18.00
4 0.00 0.00 24.00 24.00 3.96E-05 0.003 2.55 0 12 0 0.00 24.00 0.00 24.00
5 0.82 0.82 24.00 19.75285 0.00275 2.55 50 12 49 6.00 24.00 0.82 24.00
6 0.82 1.65 24.00 19.75285 0.00225 2.55 50 11 45 12.00 24.00 1.65 24.00
7 0.82 2.47 24.00 19.75285 0.00175 2.55 50 10 42 18.00 24.00 2.47 24.00
8 0.82 3.29 24.00 19.75285 0.00125 2.40942 48 9 36 24.00 24.00 3.29 24.00
9 0.82 4.12 24.00 19.75285 0.00075 1.80399 36 8 25 14.47 ###### 4.12 24.00
10 0.82 4.94 24.00 19.75285 0.00025 0.72078 14 7 9 4.94 ###### 4.94 24.00
S 4.94 119 249 2057TH ITERATION
Axial load Pu = 0 k
Distance to neutral axis c = 5 in
Beta factor b = 0.85
Compression block a = 4 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.001 43 0 10 0
2 0.59 2.50 0.001 43 24 10 19
3 1.19 2.50 0.001 43 48 9 384 1.19 2.50 0.001 43 48 9 38
5 1.18 7.25 -0.001 -41 -48 5 -19
6 1.18 12.00 -0.004 -60 -71 0 0
7 1.18 16.75 -0.007 -60 -71 -5 28
8 0.89 21.50 -0.010 -60 -53 -9 42
9 0.59 21.50 -0.010 -60 -36 -9 28
10 0.59 21.50 -0.010 -60 -36 -9 28
11 0.59 21.50 -0.010 -60 -36 -10 28
12 0.30 21.50 -0.010 -60 -18 -10 14
CONC 249 205
S 0 450
Ec = 3122 ksi eo = 0.0016
conc sec thick to end b control ec fc force arm moment to end b to end b
1 0.00 0.00 6.00 0.00 5.66E-06 0.003 2.55 0 12 0 0.00 6.00 0.00 6.00
2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00 0.00 12.00
3 0.00 0.00 18.00 24.00 2.83E-05 0.003 2.55 0 12 0 0.00 18.00 0.00 18.00
4 0.00 0.00 24.00 24.00 3.96E-05 0.003 2.55 0 12 0 0.00 24.00 0.00 24.00
5 0.82 0.82 24.00 19.75051 0.00275 2.55 50 12 49 6.00 24.00 0.82 24.00
6 0.82 1.65 24.00 19.75051 0.00225 2.55 50 11 45 12.00 24.00 1.65 24.00
7 0.82 2.47 24.00 19.75051 0.00175 2.55 50 10 42 18.00 24.00 2.47 24.00
8 0.82 3.29 24.00 19.75051 0.00125 2.40942 48 9 36 24.00 24.00 3.29 24.00
9 0.82 4.11 24.00 19.75051 0.00075 1.80399 36 8 25 14.47 ###### 4.11 24.00
10 0.82 4.94 24.00 19.75051 0.00025 0.72078 14 7 9 4.94 ###### 4.94 24.00
S 4.94 119 249 205
STRESS STRAIN COMPUTATION AT MAXIMUM LOAD1ST ESTIMATE
Axial load Pu = 450 k
Distance to neutral axis c = 24 in
Beta factor b = 0.85
Compression block a = 20 in
E = 29000 ksi d = 21.500 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.003 60 0 10 0
2 0.59 2.50 0.003 60 34 10 273 1.19 2.50 0.003 60 68 9 54
4 1.19 2.50 0.003 60 68 9 54
5 1.18 7.25 0.002 60 68 5 27
6 1.18 12.00 0.002 44 49 0 0
7 1.18 16.75 0.001 26 28 -5 -11
8 0.89 21.50 0.000 9 6 -9 -5
9 0.59 21.50 0.000 9 4 -9 -3
10 0.59 21.50 0.000 9 4 -9 -3
case 1 case 2
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11 0.59 21.50 0.000 9 4 -10 -3
12 0.30 21.50 0.000 9 2 -10 -2
CONC 1215 172
S 1549 308
Ec = 3122 ksi eo = 0.0016
conc sec thick to end b control DA ec fc force arm moment to end b to end b
1 0.00 0.00 6.00 0.00 5.66E-06 0.003 2.55 0 12 0 0.00 6.00 0.00 6.00
2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00 0.00 12.00
3 0.00 0.00 18.00 24.00 2.83E-05 0.003 2.55 0 12 0 0.00 18.00 0.00 18.004 0.00 0.00 24.00 24.00 3.96E-05 0.003 2.55 0 12 0 0.00 24.00 0.00 24.00
5 6.00 6.00 24.00 144 0.00262 2.55 367 9 275 6.00 24.00 4.00 24.00
6 6.00 12.00 24.00 144 0.00187 2.55 367 3 92 12.00 24.00 8.00 24.00
7 6.00 18.00 24.00 144 0.00113 2.30285 332 -3 -83 18.00 24.00 12.00 24.00
8 6.00 24.00 24.00 144 0.00038 1.03638 149 -9 -112 24.00 24.00 16.00 24.00
9 0.00 24.00 12.00 6.79E-05 7.1E-10 2.2E-06 0 -12 0 24.00 12.00 20.00 24.00
10 0.00 24.00 0.00 2.26E-05 2.4E-10 7.4E-07 0 -12 0 24.00 0.00 24.00 24.00
S 24.00 576 1215 172
3RD ITERATION
Axial load Pu = 450 k
Distance to neytral axis c = 10 in
Beta factor b = 0.85
Compression block a = 9 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.002 60 0 10 0
2 0.59 2.50 0.002 60 34 10 27
3 1.19 2.50 0.002 60 68 9 54
4 1.19 2.50 0.002 60 68 9 54
5 1.18 7.25 0.001 26 27 5 11
6 1.18 12.00 -0.001 -15 -17 0 0
7 1.18 16.75 -0.002 -55 -65 -5 26
8 0.89 21.50 -0.003 -60 -53 -9 42
9 0.59 21.50 -0.003 -60 -36 -9 28
10 0.59 21.50 -0.003 -60 -36 -9 28
11 0.59 21.50 -0.003 -60 -36 -10 28
12 0.30 21.50 -0.003 -60 -18 -10 14
CONC 518 330
S 455 642
Ec = 3122 ksi eo = 0.0016
conc sec thick to end b control DA ec fc force arm moment to end b to end b
1 0.00 0.00 6.00 0.00 5.66E-06 0.003 2.55 0 12 0 0.00 6.00 0.00 6.00
2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00 0.00 12.00
3 0.00 0.00 18.00 24.00 2.83E-05 0.003 2.55 0 12 0 0.00 18.00 0.00 18.00
4 0.00 0.00 24.00 24.00 3.96E-05 0.003 2.55 0 12 0 0.00 24.00 0.00 24.00
5 1.71 1.71 24.00 41.13032 0.00275 2.55 105 11 97 6.00 24.00 1.71 24.00
6 1.71 3.43 24.00 41.13032 0.00225 2.55 105 9 82 12.00 24.00 3.43 24.00
7 1.71 5.14 24.00 41.13032 0.00175 2.55 105 8 67 18.00 24.00 5.14 24.00
8 1.71 6.86 24.00 41.13032 0.00125 2.40942 99 6 50 24.00 24.00 6.86 24.00
9 1.71 8.57 24.00 41.13032 0.00075 1.80399 74 4 27 17.14 ###### 8.57 24.00
10 1.71 10.28 24.00 41.13032 0.00025 0.72078 30 3 6 10.28 ###### 10.28 24.00
S 10.28 247 518 330
5TH ITERATION
Axial load Pu = 450 k
Distance to neutral axis c = 10 in
Beta factor b = 0.85
Compression block a = 9 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.002 60 0 10 0
2 0.59 2.50 0.002 60 34 10 27
case 1 case 2
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3 1.19 2.50 0.002 60 68 9 54
4 1.19 2.50 0.002 60 68 9 54
5 1.18 7.25 0.001 25 27 5 11
6 1.18 12.00 -0.001 -15 -18 0 0
7 1.18 16.75 -0.002 -56 -66 -5 26
8 0.89 21.50 -0.003 -60 -53 -9 42
9 0.59 21.50 -0.003 -60 -36 -9 28
10 0.59 21.50 -0.003 -60 -36 -9 28
11 0.59 21.50 -0.003 -60 -36 -10 28
12 0.30 21.50 -0.003 -60 -18 -10 14
CONC 514 329
S 450 641
Ec = 3122 ksi eo = 0.0016
conc sec thick to end b control DA ec fc force arm moment to end b to end b
1 0.00 0.00 6.00 0.00 5.66E-06 0.003 2.55 0 12 0 0.00 6.00 0.00 6.00
2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00 0.00 12.00
3 0.00 0.00 18.00 24.00 2.83E-05 0.003 2.55 0 12 0 0.00 18.00 0.00 18.00
4 0.00 0.00 24.00 24.00 3.96E-05 0.003 2.55 0 12 0 0.00 24.00 0.00 24.00
5 1.70 1.70 24.00 40.88011 0.00275 2.55 104 11 97 6.00 24.00 1.70 24.00
6 1.70 3.41 24.00 40.88011 0.00225 2.55 104 9 82 12.00 24.00 3.41 24.00
7 1.70 5.11 24.00 40.88011 0.00175 2.55 104 8 67 18.00 24.00 5.11 24.00
8 1.70 6.81 24.00 40.88011 0.00125 2.40942 98 6 50 24.00 24.00 6.81 24.00
9 1.70 8.52 24.00 40.88011 0.00075 1.80399 74 4 27 17.11 ###### 8.52 24.00
10 1.70 10.22 24.00 40.88011 0.00025 0.72078 29 3 6 10.22 ###### 10.22 24.00
S 10.22 245 514 329
7TH ITERATION
Axial load Pu = 450 k
Distance to neutral axis c = 10 in
Beta factor b = 0.85
Compression block a = 9 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.002 60 0 10 0
2 0.59 2.50 0.002 60 34 10 27
3 1.19 2.50 0.002 60 68 9 54
4 1.19 2.50 0.002 60 68 9 54
5 1.18 7.25 0.001 25 27 5 11
6 1.18 12.00 -0.001 -15 -18 0 0
7 1.18 16.75 -0.002 -56 -66 -5 26
8 0.89 21.50 -0.003 -60 -53 -9 42
9 0.59 21.50 -0.003 -60 -36 -9 28
10 0.59 21.50 -0.003 -60 -36 -9 28
11 0.59 21.50 -0.003 -60 -36 -10 28
12 0.30 21.50 -0.003 -60 -18 -10 14
CONC 514 329
S 450 641
Ec = 3122 ksi eo = 0.0016
conc sec thick to end b control DA ec fc force arm moment to end b to end b
1 0.00 0.00 6.00 0.00 5.66E-06 0.003 2.55 0 12 0 0.00 6.00 0.00 6.00
2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00 0.00 12.00
3 0.00 0.00 18.00 24.00 2.83E-05 0.003 2.55 0 12 0 0.00 18.00 0.00 18.00
4 0.00 0.00 24.00 24.00 3.96E-05 0.003 2.55 0 12 0 0.00 24.00 0.00 24.00
5 1.70 1.70 24.00 40.88008 0.00275 2.55 104 11 97 6.00 24.00 1.70 24.00
6 1.70 3.41 24.00 40.88008 0.00225 2.55 104 9 82 12.00 24.00 3.41 24.00
7 1.70 5.11 24.00 40.88008 0.00175 2.55 104 8 67 18.00 24.00 5.11 24.00
8 1.70 6.81 24.00 40.88008 0.00125 2.40942 98 6 50 24.00 24.00 6.81 24.00
9 1.70 8.52 24.00 40.88008 0.00075 1.80399 74 4 27 17.11 ###### 8.52 24.00
10 1.70 10.22 24.00 40.88008 0.00025 0.72078 29 3 6 10.22 ###### 10.22 24.00
S 10.22 245 514 329
case 1 case 2
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Pn (kips) Mn (ft-kips)
0 405 256
256 537 420
420 428 431
431 425 622622 376 745
745 336 893
893 272 1047
1047 175 1047
1047 0
Pn (kips) Mn (ft-kips)
431 425
450 420
622 376
Pn (kips) Mn (ft-kips)
0 405 256
256 537 420
420 428 431
431 425 622
622 376 745
745 336 893
893 272 1047
1047 175 1047
1047 0
Pn (kips) Mn (ft-kips)
POINT 1 #REF! #REF!
#REF! #REF!
#REF! #REF!
Pn (kips) Mn (ft-kips)
POINT 2 256 537
350 475
420 428
Pn (kips) Mn (ft-kips)
POINT 3 256 537
348 476
420 428
Pn (kips) Mn (ft-kips)
POINT 4 256 537
348 476
420 428
Pn (kips) Mn (ft-kips)
POINT 5 0 405
0 405
256 537
Pn (kips) Mn (ft-kips)
POINT 6 0 405
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0 405
256 537
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2ND ESTIMATE
Axial load fPn / f = 1611 k
Distance to neutral axis c = 25 in
Beta factor b = 0.85
Compression block a = 21 in
E = 29000 ksi d = 22 in
fy
= 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.003 60 0 10 0
2 0.59 2.50 0.003 60 34 10 27
3 1.19 2.50 0.003 60 68 9 54
4 1.19 2.50 0.003 60 68 9 54
5 1.18 7.25 0.002 60 68 5 27
6 1.18 12.00 0.002 45 50 0 0
7 1.18 16.75 0.001 29 31 -5 -12
8 0.89 21.50 0.000 12 8 -9 -7
9 0.59 21.50 0.000 12 6 -9 -4
10 0.59 21.50 0.000 12 6 -9 -4
11 0.59 21.50 0.000 12 6 -10 -4
12 0.30 21.50 0.000 12 3 -10 -2
CONC 1258 145
S 1605 272
Ec = 3122 ksi eo = 0.0016
to end b conc sec thick to end b control ec fc force arm moment to end b
2.40 ###### 1 0.00 0.00 6.00 0.00 5.7E-06 0.003 2.55 0 12 0 0.00 6.00
4.80 ###### 2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00
7.20 ###### 3 0.00 0.00 18.00 24.00 2.8E-05 0.003 2.55 0 12 0 0.00 18.00
9.60 ###### 4 0.00 0.00 24.00 24.00 4E-05 0.003 2.55 0 12 0 0.00 24.00
12.00 ###### 5 6.00 6.00 24.00 144 0.00264 2.55 367 9 275 6.00 24.00
14.40 ###### 6 6.00 12.00 24.00 144 0.00192 2.55 367 3 92 12.00 24.00
16.80 ###### 7 6.00 18.00 24.00 144 0.0012 2.36732 341 -3 -85 18.00 24.0019.20 ###### 8 6.00 24.00 24.00 144 0.00047 1.26705 182 -9 -137 24.00 24.00
21.60 ###### 9 0.00 24.00 12.00 6.8E-05 0.00011 0.34386 0 -12 0 24.00 12.00
24.00 ###### 10 0.00 24.00 0.00 2.3E-05 0.00011 0.34386 0 -12 0 24.00 0.00
S 24.00 576 1258 145
4TH ITERATION
Axial load fPn / f = 1611 k
Distance to neutral axis c = 25 in
Beta factor b = 0.85
Compression block a = 21 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm momentto end
1 0.00 2.50 0.003 60 0 10 0
2 0.59 2.50 0.003 60 34 10 27
3 1.19 2.50 0.003 60 68 9 54
4 1.19 2.50 0.003 60 68 9 54
5 1.18 7.25 0.002 60 68 5 27
6 1.18 12.00 0.002 45 51 0 0
7 1.18 16.75 0.001 29 31 -5 -12
8 0.89 21.50 0.000 12 9 -9 -7
case 3 case 1
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9 0.59 21.50 0.000 12 6 -9 -5
10 0.59 21.50 0.000 12 6 -9 -5
11 0.59 21.50 0.000 12 6 -10 -5
12 0.30 21.50 0.000 12 3 -10 -2
CONC 1262 143
S 1611 269
Ec = 3122 ksi eo = 0.0016
to end b conc sec thick to end b control ec fc force arm moment to end b
2.50 ###### 1 0.00 0.00 6.00 0.00 5.7E-06 0.003 2.55 0 12 0 0.00 6.00
5.01 ###### 2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.007.51 ###### 3 0.00 0.00 18.00 24.00 2.8E-05 0.003 2.55 0 12 0 0.00 18.00
10.02 ###### 4 0.00 0.00 24.00 24.00 4E-05 0.003 2.55 0 12 0 0.00 24.00
12.52 ###### 5 6.00 6.00 24.00 144 0.00264 2.55 367 9 275 6.00 24.00
15.02 ###### 6 6.00 12.00 24.00 144 0.00192 2.55 367 3 92 12.00 24.00
17.53 ###### 7 6.00 18.00 24.00 144 0.0012 2.37315 342 -3 -85 18.00 24.00
20.03 ###### 8 6.00 24.00 24.00 144 0.00048 1.28875 186 -9 -139 24.00 24.00
22.54 ###### 9 0.00 24.00 12.00 6.8E-05 0.00013 0.3764 0 -12 0 24.00 12.00
25.04 ###### 10 0.00 24.00 0.00 2.3E-05 0.00013 0.3764 0 -12 0 24.00 0.00
S 24.00 576 1262 143
6TH ITERATION
Axial load fPn / f = 1611 k
Distance to neutral axis c = 25 in
Beta factor b = 0.85Compression block a = 21 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.003 60 0 10 0
2 0.59 2.50 0.003 60 34 10 27
3 1.19 2.50 0.003 60 68 9 54
4 1.19 2.50 0.003 60 68 9 54
5 1.18 7.25 0.002 60 68 5 27
6 1.18 12.00 0.002 45 51 0 0
7 1.18 16.75 0.001 29 31 -5 -12
8 0.89 21.50 0.000 12 9 -9 -7
9 0.59 21.50 0.000 12 6 -9 -5
10 0.59 21.50 0.000 12 6 -9 -5
11 0.59 21.50 0.000 12 6 -10 -5
12 0.30 21.50 0.000 12 3 -10 -2
CONC 1262 143
S 1611 269
Ec = 3122 ksi eo = 0.0016
to end b conc sec thick to end b control D ec fc force arm moment to end b
2.50 ###### 1 0.00 0.00 6.00 0.00 5.7E-06 0.003 2.55 0 12 0 0.00 6.00
5.01 ###### 2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00
7.51 ###### 3 0.00 0.00 18.00 24.00 2.8E-05 0.003 2.55 0 12 0 0.00 18.00
10.02 ###### 4 0.00 0.00 24.00 24.00 4E-05 0.003 2.55 0 12 0 0.00 24.00
12.52 ###### 5 6.00 6.00 24.00 144 0.00264 2.55 367 9 275 6.00 24.00
15.03 ###### 6 6.00 12.00 24.00 144 0.00192 2.55 367 3 92 12.00 24.00
17.53 ###### 7 6.00 18.00 24.00 144 0.0012 2.37315 342 -3 -85 18.00 24.00
20.04 ###### 8 6.00 24.00 24.00 144 0.00048 1.28876 186 -9 -139 24.00 24.00
22.54 ###### 9 0.00 24.00 12.00 6.8E-05 0.00013 0.37642 0 -12 0 24.00 12.00
25.05 ###### 10 0.00 24.00 0.00 2.3E-05 0.00013 0.37642 0 -12 0 24.00 0.00
S 24.00 576 1262 143
8TH ITERATION
Axial load fPn / f = 1611 k
Distance to neutral axis c = 25 in
Beta factor b = 0.85
Compression block a = 21 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.003 60 0 10 0
2 0.59 2.50 0.003 60 34 10 27
3 1.19 2.50 0.003 60 68 9 54
4 1.19 2.50 0.003 60 68 9 54
5 1.18 7.25 0.002 60 68 5 27
case 3 case 1
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6 1.18 12.00 0.002 45 51 0 0
7 1.18 16.75 0.001 29 31 -5 -12
8 0.89 21.50 0.000 12 9 -9 -7
9 0.59 21.50 0.000 12 6 -9 -5
10 0.59 21.50 0.000 12 6 -9 -5
11 0.59 21.50 0.000 12 6 -10 -5
12 0.30 21.50 0.000 12 3 -10 -2
CONC 1262 143
S 1611 269
Ec
=3122 ksi
eo
=0.0016
to end b conc sec thick to end b control D ec fc force arm moment to end b
2.50 ###### 1 0.00 0.00 6.00 0.00 5.7E-06 0.003 2.55 0 12 0 0.00 6.00
5.01 ###### 2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00
7.51 ###### 3 0.00 0.00 18.00 24.00 2.8E-05 0.003 2.55 0 12 0 0.00 18.00
10.02 ###### 4 0.00 0.00 24.00 24.00 4E-05 0.003 2.55 0 12 0 0.00 24.00
12.52 ###### 5 6.00 6.00 24.00 144 0.00264 2.55 367 9 275 6.00 24.00
15.03 ###### 6 6.00 12.00 24.00 144 0.00192 2.55 367 3 92 12.00 24.00
17.53 ###### 7 6.00 18.00 24.00 144 0.0012 2.37315 342 -3 -85 18.00 24.00
20.04 ###### 8 6.00 24.00 24.00 144 0.00048 1.28876 186 -9 -139 24.00 24.00
22.54 ###### 9 0.00 24.00 12.00 6.8E-05 0.00013 0.37642 0 -12 0 24.00 12.00
25.05 ###### 10 0.00 24.00 0.00 2.3E-05 0.00013 0.37642 0 -12 0 24.00 0.00
S 24.00 576 1262 143
STRESS-STRAIN COMPUTATIONS AT POINT OF 25% TENSION
Stress at last row of bars fs = 15 ksi
Distance to neutral axis c = 18 in
Beta factor b = 0.85
Compression block a = 16 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.003 60 0 10 0
2 0.59 2.50 0.003 60 34 10 27
case 3 case 1
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3 1.19 2.50 0.003 60 68 9 54
4 1.19 2.50 0.003 60 68 9 54
5 1.18 7.25 0.002 53 59 5 23
6 1.18 12.00 0.001 30 33 0 0
7 1.18 16.75 0.000 8 6 -5 -2
8 0.89 21.50 -0.001 -15 -13 -9 11
9 0.59 21.50 -0.001 -15 -9 -9 7
10 0.59 21.50 -0.001 -15 -9 -9 7
11 0.59 21.50 -0.001 -15 -9 -10 7
12 0.30 21.50 -0.001 -15 -4 -10 4CONC 923 325
S 1147 516
Ec = 3122 ksi eo = 0.0016
to end b conc sec thick to end b control ec fc force arm moment to end b
2.15 ###### 1 0.00 0.00 6.00 0.00 5.7E-06 0.003 2.55 0 12 0 0.00 6.00
4.30 ###### 2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00
6.45 ###### 3 0.00 0.00 18.00 24.00 2.8E-05 0.003 2.55 0 12 0 0.00 18.00
8.60 ###### 4 0.00 0.00 24.00 24.00 4E-05 0.003 2.55 0 12 0 0.00 24.00
10.75 ###### 5 3.06 3.06 24.00 73.3529 0.00275 2.55 187 10 163 6.00 24.00
12.90 ###### 6 3.06 6.11 24.00 73.3529 0.00225 2.55 187 7 116 12.00 24.00
15.05 ###### 7 3.06 9.17 24.00 73.3529 0.00175 2.55 187 4 68 18.00 24.00
17.20 ###### 8 3.06 12.23 24.00 73.3529 0.00125 2.40942 177 1 19 24.00 24.00
19.35 ###### 9 3.06 15.28 24.00 73.3529 0.00075 1.804 132 -2 -19 21.17 ######21.50 ###### 10 3.06 18.34 24.00 73.3529 0.00025 0.72078 53 -5 -21 18.34 ######
S 18.34 440 923 325
STRESS-STRAIN COMPUTATIONS AT POINT OF et = 0.002
Stress at last row of bars fs = 58 ksi
Distance to neutral axis c = 13 in
Beta factor b = 0.85
Compression block a = 11 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.002 60 0 10 0
2 0.59 2.50 0.002 60 34 10 27
3 1.19 2.50 0.002 60 68 9 54
4 1.19 2.50 0.002 60 68 9 54
5 1.18 7.25 0.001 38 42 5 17
6 1.18 12.00 0.000 6 4 0 0
7 1.18 16.75 -0.001 -26 -31 -5 12
8 0.89 21.50 -0.002 -58 -52 -9 41
9 0.59 21.50 -0.002 -58 -34 -9 27
10 0.59 21.50 -0.002 -58 -34 -9 27
11 0.59 21.50 -0.002 -58 -34 -10 27
12 0.30 21.50 -0.002 -58 -17 -10 14
CONC 649 354
S 663 653
Ec = 3122 ksi eo = 0.0016
to end b conc sec thick to end b control D ec fc force arm moment to end b
1.60 ###### 1 0.00 0.00 6.00 0.00 5.7E-06 0.003 2.55 0 12 0 0.00 6.00
3.20 ###### 2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00
4.80 ###### 3 0.00 0.00 18.00 24.00 2.8E-05 0.003 2.55 0 12 0 0.00 18.00
6.39 ###### 4 0.00 0.00 24.00 24.00 4E-05 0.003 2.55 0 12 0 0.00 24.00
7.99 ###### 5 2.15 2.15 24.00 51.6 0.00275 2.55 132 11 120 6.00 24.00
9.59 ###### 6 2.15 4.30 24.00 51.6 0.00225 2.55 132 9 96 12.00 24.00
11.19 ###### 7 2.15 6.45 24.00 51.6 0.00175 2.55 132 7 73 18.00 24.00
12.79 ###### 8 2.15 8.60 24.00 51.6 0.00125 2.40942 124 4 46 24.00 24.00
14.39 ###### 9 2.15 10.75 24.00 51.6 0.00075 1.80399 93 2 18 18.45 ######
15.99 ###### 10 2.15 12.90 24.00 51.6 0.00025 0.72078 37 0 1 12.90 ######
S 12.90 310 649 354
STRESS-STRAIN COMPUTATIONS AT POINT OF et = 0.005
Stress at last row of bars fs = 145 ksi
Distance to neutral axis c = 8 in
Beta factor b = 0.85
Compression block a = 7 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
case 3 case 1
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to end
1 0.00 2.50 0.002 60 0 10 0
2 0.59 2.50 0.002 60 34 10 27
3 1.19 2.50 0.002 60 68 9 54
4 1.19 2.50 0.002 60 68 9 54
5 1.18 7.25 0.000 9 7 5 3
6 1.18 12.00 -0.001 -42 -50 0 0
7 1.18 16.75 -0.003 -60 -71 -5 28
8 0.89 21.50 -0.005 -60 -53 -9 42
9 0.59 21.50 -0.005 -60 -36 -9 2810 0.59 21.50 -0.005 -60 -36 -9 28
11 0.59 21.50 -0.005 -60 -36 -10 28
12 0.30 21.50 -0.005 -60 -18 -10 14
CONC 406 290
S 284 597
Ec = 3122 ksi eo = 0.0016
to end b conc sec thick to end b control D ec fc force arm moment to end b
1.27 ###### 1 0.00 0.00 6.00 0.00 5.7E-06 0.003 2.55 0 12 0 0.00 6.00
2.54 ###### 2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00
3.82 ###### 3 0.00 0.00 18.00 24.00 2.8E-05 0.003 2.55 0 12 0 0.00 18.00
5.09 ###### 4 0.00 0.00 24.00 24.00 4E-05 0.003 2.55 0 12 0 0.00 24.00
6.36 ###### 5 1.34 1.34 24.00 32.25 0.00275 2.55 82 11 78 6.00 24.00
7.63 ###### 6 1.34 2.69 24.00 32.25 0.00225 2.55 82 10 68 12.00 24.008.91 ###### 7 1.34 4.03 24.00 32.25 0.00175 2.55 82 9 59 18.00 24.00
10.18 ###### 8 1.34 5.38 24.00 32.25 0.00125 2.40942 78 7 47 24.00 24.00
11.45 ###### 9 1.34 6.72 24.00 32.25 0.00075 1.80399 58 6 29 16.03 ######
12.72 ###### 10 1.34 8.06 24.00 32.25 0.00025 0.72078 23 5 9 8.06 ######
S 8.06 193 406 290
2ND ESTIMATE
Axial load Pn = 173 k
Distance to neutral axis c = 3 in
Beta factor b = 0.85
Compression block a = 3 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.001 23 0 10 0
2 0.59 2.50 0.001 23 12 10 10
3 1.19 2.50 0.001 23 25 9 19
4 1.19 2.50 0.001 23 25 9 19
5 1.18 7.25 -0.003 -60 -71 5 -28
6 1.18 12.00 -0.008 -60 -71 0 0
7 1.18 16.75 -0.012 -60 -71 -5 28
8 0.89 21.50 -0.016 -60 -53 -9 42
9 0.59 21.50 -0.016 -60 -36 -9 28
10 0.59 21.50 -0.016 -60 -36 -9 28
11 0.59 21.50 -0.016 -60 -36 -10 28
12 0.30 21.50 -0.016 -60 -18 -10 14
CONC 172 151
S -158 340
Ec = 3122 ksi eo = 0.0016
to end b conc sec thick to end b control D ec fc force arm moment to end b
1.27 ###### 1 0.00 0.00 6.00 0.00 5.7E-06 0.003 2.55 0 12 0 0.00 6.00
2.54 ###### 2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00
3.82 ###### 3 0.00 0.00 18.00 24.00 2.8E-05 0.003 2.55 0 12 0 0.00 18.00
5.09 ###### 4 0.00 0.00 24.00 24.00 4E-05 0.003 2.55 0 12 0 0.00 24.00
6.36 ###### 5 0.57 0.57 24.00 13.6461 0.00275 2.55 35 12 34 6.00 24.00
7.63 ###### 6 0.57 1.14 24.00 13.6461 0.00225 2.55 35 11 32 12.00 24.00
8.91 ###### 7 0.57 1.71 24.00 13.6461 0.00175 2.55 35 11 31 18.00 24.00
10.18 ###### 8 0.57 2.27 24.00 13.6461 0.00125 2.40941 33 10 27 24.00 24.00
11.45 ###### 9 0.57 2.84 24.00 13.6461 0.00075 1.80399 25 9 19 13.71 ######
12.72 ###### 10 0.57 3.41 24.00 13.6461 0.00025 0.72078 10 9 7 3.41 ######
S 3.41 82 172 151
4TH ITERATION
Axial load Pu = 173 k
case 3 case 1
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Distance to neutral axis c = 7 in
Beta factor b = 0.85
Compression block a = 6 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.002 55 0 10 0
2 0.59 2.50 0.002 55 31 10 253 1.19 2.50 0.002 55 63 9 50
4 1.19 2.50 0.002 55 63 9 50
5 1.18 7.25 0.000 -5 -5 5 -2
6 1.18 12.00 -0.002 -60 -71 0 0
7 1.18 16.75 -0.004 -60 -71 -5 28
8 0.89 21.50 -0.006 -60 -53 -9 42
9 0.59 21.50 -0.006 -60 -36 -9 28
10 0.59 21.50 -0.006 -60 -36 -9 28
11 0.59 21.50 -0.006 -60 -36 -10 28
12 0.30 21.50 -0.006 -60 -18 -10 14
CONC 347 263
S 178 553
Ec
= 3122 ksi eo
= 0.0016
to end b conc sec thick to end b control ec fc force arm moment to end b
0.73 ###### 1 0.00 0.00 6.00 0.00 5.7E-06 0.003 2.55 0 12 0 0.00 6.00
1.45 ###### 2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00
2.18 ###### 3 0.00 0.00 18.00 24.00 2.8E-05 0.003 2.55 0 12 0 0.00 18.00
2.90 ###### 4 0.00 0.00 24.00 24.00 4E-05 0.003 2.55 0 12 0 0.00 24.00
3.63 ###### 5 1.15 1.15 24.00 27.5677 0.00275 2.55 70 11 67 6.00 24.00
4.35 ###### 6 1.15 2.30 24.00 27.5677 0.00225 2.55 70 10 60 12.00 24.00
5.08 ###### 7 1.15 3.45 24.00 27.5677 0.00175 2.55 70 9 53 18.00 24.00
5.80 ###### 8 1.15 4.59 24.00 27.5677 0.00125 2.40942 66 8 44 24.00 24.00
6.53 ###### 9 1.15 5.74 24.00 27.5677 0.00075 1.80399 50 7 28 15.45 ######
7.25 ###### 10 1.15 6.89 24.00 27.5677 0.00025 0.72078 20 6 9 6.89 ######
S 6.89 165 347 263
6TH ITERATION
Axial load Pu = 173 k
Distance to neutral axis c = 7 in
Beta factor b = 0.85
Compression block a = 6 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.002 55 0 10 0
2 0.59 2.50 0.002 55 31 10 25
3 1.19 2.50 0.002 55 62 9 49
4 1.19 2.50 0.002 55 62 9 49
5 1.18 7.25 0.000 -5 -6 5 -3
6 1.18 12.00 -0.002 -60 -71 0 0
7 1.18 16.75 -0.004 -60 -71 -5 28
8 0.89 21.50 -0.006 -60 -53 -9 42
9 0.59 21.50 -0.006 -60 -36 -9 28
10 0.59 21.50 -0.006 -60 -36 -9 28
11 0.59 21.50 -0.006 -60 -36 -10 28
12 0.30 21.50 -0.006 -60 -18 -10 14
CONC 343 261
S 173 550
Ec = 3122 ksi eo = 0.0016
to end b conc sec thick to end b control D ec fc force arm moment to end b
0.68 ###### 1 0.00 0.00 6.00 0.00 5.7E-06 0.003 2.55 0 12 0 0.00 6.00
1.36 ###### 2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00
2.05 ###### 3 0.00 0.00 18.00 24.00 2.8E-05 0.003 2.55 0 12 0 0.00 18.00
2.73 ###### 4 0.00 0.00 24.00 24.00 4E-05 0.003 2.55 0 12 0 0.00 24.00
3.41 ###### 5 1.14 1.14 24.00 27.2924 0.00275 2.55 70 11 66 6.00 24.00
4.09 ###### 6 1.14 2.27 24.00 27.2924 0.00225 2.55 70 10 60 12.00 24.00
4.78 ###### 7 1.14 3.41 24.00 27.2924 0.00175 2.55 70 9 53 18.00 24.00
5.46 ###### 8 1.14 4.55 24.00 27.2924 0.00125 2.40942 66 8 44 24.00 24.00
6.14 ###### 9 1.14 5.69 24.00 27.2924 0.00075 1.80399 49 7 28 15.41 ######
6.82 ###### 10 1.14 6.82 24.00 27.2924 0.00025 0.72078 20 6 9 6.82 ######
case 3 case 1
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S 6.82 164 343 261
8TH ITERATION
Axial load Pu = 173 k
Distance to neutral axis c = 7 in
Beta factor b = 0.85
Compression block a = 6 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc'
=3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.002 55 0 10 0
2 0.59 2.50 0.002 55 31 10 25
3 1.19 2.50 0.002 55 62 9 49
4 1.19 2.50 0.002 55 62 9 49
5 1.18 7.25 0.000 -5 -6 5 -3
6 1.18 12.00 -0.002 -60 -71 0 0
7 1.18 16.75 -0.004 -60 -71 -5 28
8 0.89 21.50 -0.006 -60 -53 -9 42
9 0.59 21.50 -0.006 -60 -36 -9 28
10 0.59 21.50 -0.006 -60 -36 -9 28
11 0.59 21.50 -0.006 -60 -36 -10 2812 0.30 21.50 -0.006 -60 -18 -10 14
CONC 343 261
S 173 550
Ec = 3122 ksi eo = 0.0016
to end b conc sec thick to end b control ec fc force arm moment to end b
0.68 ###### 1 0.00 0.00 6.00 0.00 5.7E-06 0.003 2.55 0 12 0 0.00 6.00
1.36 ###### 2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00
2.05 ###### 3 0.00 0.00 18.00 24.00 2.8E-05 0.003 2.55 0 12 0 0.00 18.00
2.73 ###### 4 0.00 0.00 24.00 24.00 4E-05 0.003 2.55 0 12 0 0.00 24.00
3.41 ###### 5 1.14 1.14 24.00 27.2924 0.00275 2.55 70 11 66 6.00 24.00
4.09 ###### 6 1.14 2.27 24.00 27.2924 0.00225 2.55 70 10 60 12.00 24.00
4.78 ###### 7 1.14 3.41 24.00 27.2924 0.00175 2.55 70 9 53 18.00 24.00
5.46 ###### 8 1.14 4.55 24.00 27.2924 0.00125 2.40942 66 8 44 24.00 24.00
6.14 ###### 9 1.14 5.69 24.00 27.2924 0.00075 1.80399 49 7 28 15.41 ######
6.82 ###### 10 1.14 6.82 24.00 27.2924 0.00025 0.72078 20 6 9 6.82 ######
S 6.82 164 343 261
2ND ESTIMATE
Axial load Pu = 0 k
Distance to neutral axis c = 7 in
Beta factor b = 0.85
Compression block a = 6 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.002 56 0 10 0
2 0.59 2.50 0.002 56 32 10 25
3 1.19 2.50 0.002 56 63 9 50
4 1.19 2.50 0.002 56 63 9 50
5 1.18 7.25 0.000 -4 -4 5 -2
6 1.18 12.00 -0.002 -60 -71 0 0
7 1.18 16.75 -0.004 -60 -71 -5 28
8 0.89 21.50 -0.006 -60 -53 -9 42
9 0.59 21.50 -0.006 -60 -36 -9 28
10 0.59 21.50 -0.006 -60 -36 -9 28
11 0.59 21.50 -0.006 -60 -36 -10 28
12 0.30 21.50 -0.006 -60 -18 -10 14
CONC 350 264
S 183 556
Ec = 3122 ksi eo = 0.0016
to end b conc sec thick to end b control D ec fc force arm moment to end b
1.39 ###### 1 0.00 0.00 6.00 0.00 5.7E-06 0.003 2.55 0 12 0 0.00 6.00
2.78 ###### 2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00
4.17 ###### 3 0.00 0.00 18.00 24.00 2.8E-05 0.003 2.55 0 12 0 0.00 18.00
5.56 ###### 4 0.00 0.00 24.00 24.00 4E-05 0.003 2.55 0 12 0 0.00 24.00
case 3 case 1
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6.96 ###### 5 1.16 1.16 24.00 27.8235 0.00275 2.55 71 11 68 6.00 24.00
8.35 ###### 6 1.16 2.32 24.00 27.8235 0.00225 2.55 71 10 61 12.00 24.00
9.74 ###### 7 1.16 3.48 24.00 27.8235 0.00175 2.55 71 9 54 18.00 24.00
11.13 ###### 8 1.16 4.64 24.00 27.8235 0.00125 2.40942 67 8 44 24.00 24.00
12.52 ###### 9 1.16 5.80 24.00 27.8235 0.00075 1.80399 50 7 28 15.48 ######
13.91 ###### 10 1.16 6.96 24.00 27.8235 0.00025 0.72078 20 6 9 6.96 ######
S 6.96 167 350 264
4TH ITERATION
Axial load Pu = 0 k
Distance to neutral axis c = 5 inBeta factor b = 0.85
Compression block a = 4 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.001 43 0 10 0
2 0.59 2.50 0.001 43 24 10 19
3 1.19 2.50 0.001 43 48 9 38
4 1.19 2.50 0.001 43 48 9 38
5 1.18 7.25 -0.001 -40 -47 5 -19
6 1.18 12.00 -0.004 -60 -71 0 07 1.18 16.75 -0.007 -60 -71 -5 28
8 0.89 21.50 -0.010 -60 -53 -9 42
9 0.59 21.50 -0.010 -60 -36 -9 28
10 0.59 21.50 -0.010 -60 -36 -9 28
11 0.59 21.50 -0.010 -60 -36 -10 28
12 0.30 21.50 -0.010 -60 -18 -10 14
CONC 250 206
S 3 452
Ec = 3122 ksi eo = 0.0016
to end b conc sec thick to end b control D ec fc force arm moment to end b
0.48 ###### 1 0.00 0.00 6.00 0.00 5.7E-06 0.003 2.55 0 12 0 0.00 6.00
0.95 ###### 2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00
1.43 ###### 3 0.00 0.00 18.00 24.00 2.8E-05 0.003 2.55 0 12 0 0.00 18.00
1.91 ###### 4 0.00 0.00 24.00 24.00 4E-05 0.003 2.55 0 12 0 0.00 24.00
2.38 ###### 5 0.83 0.83 24.00 19.8767 0.00275 2.55 51 12 49 6.00 24.00
2.86 ###### 6 0.83 1.66 24.00 19.8767 0.00225 2.55 51 11 45 12.00 24.00
3.34 ###### 7 0.83 2.48 24.00 19.8767 0.00175 2.55 51 10 42 18.00 24.00
3.81 ###### 8 0.83 3.31 24.00 19.8767 0.00125 2.40942 48 9 36 24.00 24.00
4.29 ###### 9 0.83 4.14 24.00 19.8767 0.00075 1.80399 36 8 25 14.48 ######
4.77 ###### 10 0.83 4.97 24.00 19.8767 0.00025 0.72078 14 7 9 4.97 ######
S 4.97 119 250 206
6TH ITERATION
Axial load Pu = 0 k
Distance to neutral axis c = 5 in
Beta factor b = 0.85
Compression block a = 4 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.001 43 0 10 0
2 0.59 2.50 0.001 43 24 10 19
3 1.19 2.50 0.001 43 48 9 38
4 1.19 2.50 0.001 43 48 9 38
5 1.18 7.25 -0.001 -41 -48 5 -19
6 1.18 12.00 -0.004 -60 -71 0 0
7 1.18 16.75 -0.007 -60 -71 -5 28
8 0.89 21.50 -0.010 -60 -53 -9 42
9 0.59 21.50 -0.010 -60 -36 -9 28
10 0.59 21.50 -0.010 -60 -36 -9 28
11 0.59 21.50 -0.010 -60 -36 -10 28
12 0.30 21.50 -0.010 -60 -18 -10 14
CONC 249 205
S 0 450
Ec = 3122 ksi eo = 0.0016
to end b conc sec thick to end b control ec fc force arm moment to end b
0.49 ###### 1 0.00 0.00 6.00 0.00 5.7E-06 0.003 2.55 0 12 0 0.00 6.00
case 3 case 1
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0.99 ###### 2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00
1.48 ###### 3 0.00 0.00 18.00 24.00 2.8E-05 0.003 2.55 0 12 0 0.00 18.00
1.98 ###### 4 0.00 0.00 24.00 24.00 4E-05 0.003 2.55 0 12 0 0.00 24.00
2.47 ###### 5 0.82 0.82 24.00 19.7505 0.00275 2.55 50 12 49 6.00 24.00
2.96 ###### 6 0.82 1.65 24.00 19.7505 0.00225 2.55 50 11 45 12.00 24.00
3.46 ###### 7 0.82 2.47 24.00 19.7505 0.00175 2.55 50 10 42 18.00 24.00
3.95 ###### 8 0.82 3.29 24.00 19.7505 0.00125 2.40942 48 9 36 24.00 24.00
4.44 ###### 9 0.82 4.11 24.00 19.7505 0.00075 1.80399 36 8 25 14.47 ######
4.94 ###### 10 0.82 4.94 24.00 19.7505 0.00025 0.72078 14 7 9 4.94 ######
S 4.94 119 249 2058TH ITERATION
Axial load Pu = 0 k
Distance to neutral axis c = 5 in
Beta factor b = 0.85
Compression block a = 4 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.001 43 0 10 0
2 0.59 2.50 0.001 43 24 10 19
3 1.19 2.50 0.001 43 48 9 384 1.19 2.50 0.001 43 48 9 38
5 1.18 7.25 -0.001 -41 -48 5 -19
6 1.18 12.00 -0.004 -60 -71 0 0
7 1.18 16.75 -0.007 -60 -71 -5 28
8 0.89 21.50 -0.010 -60 -53 -9 42
9 0.59 21.50 -0.010 -60 -36 -9 28
10 0.59 21.50 -0.010 -60 -36 -9 28
11 0.59 21.50 -0.010 -60 -36 -10 28
12 0.30 21.50 -0.010 -60 -18 -10 14
CONC 249 205
S 0 450
Ec = 3122 ksi eo = 0.0016
to end b conc sec thick to end b control ec fc force arm moment to end b
0.49 ###### 1 0.00 0.00 6.00 0.00 5.7E-06 0.003 2.55 0 12 0 0.00 6.00
0.99 ###### 2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00
1.48 ###### 3 0.00 0.00 18.00 24.00 2.8E-05 0.003 2.55 0 12 0 0.00 18.00
1.98 ###### 4 0.00 0.00 24.00 24.00 4E-05 0.003 2.55 0 12 0 0.00 24.00
2.47 ###### 5 0.82 0.82 24.00 19.7505 0.00275 2.55 50 12 49 6.00 24.00
2.96 ###### 6 0.82 1.65 24.00 19.7505 0.00225 2.55 50 11 45 12.00 24.00
3.46 ###### 7 0.82 2.47 24.00 19.7505 0.00175 2.55 50 10 42 18.00 24.00
3.95 ###### 8 0.82 3.29 24.00 19.7505 0.00125 2.40942 48 9 36 24.00 24.00
4.44 ###### 9 0.82 4.11 24.00 19.7505 0.00075 1.80399 36 8 25 14.47 ######
4.94 ###### 10 0.82 4.94 24.00 19.7505 0.00025 0.72078 14 7 9 4.94 ######
S 4.94 119 249 205
2ND ESTIMATE
Axial load Pu = 450 k
Distance to neutral axis c = 7 in
Beta factor b = 0.85
Compression block a = 6 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.002 56 0 10 0
2 0.59 2.50 0.002 56 32 10 253 1.19 2.50 0.002 56 63 9 50
4 1.19 2.50 0.002 56 63 9 50
5 1.18 7.25 0.000 -3 -4 5 -2
6 1.18 12.00 -0.002 -60 -71 0 0
7 1.18 16.75 -0.004 -60 -71 -5 28
8 0.89 21.50 -0.006 -60 -53 -9 42
9 0.59 21.50 -0.006 -60 -36 -9 28
10 0.59 21.50 -0.006 -60 -36 -9 28
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11 0.59 21.50 -0.006 -60 -36 -10 28
12 0.30 21.50 -0.006 -60 -18 -10 14
CONC 351 265
S 185 557
Ec = 3122 ksi eo = 0.0016
to end b conc sec thick to end b control DA ec fc force arm moment to end b
2.40 ###### 1 0.00 0.00 6.00 0.00 5.7E-06 0.003 2.55 0 12 0 0.00 6.00
4.80 ###### 2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00
7.20 ###### 3 0.00 0.00 18.00 24.00 2.8E-05 0.003 2.55 0 12 0 0.00 18.009.60 ###### 4 0.00 0.00 24.00 24.00 4E-05 0.003 2.55 0 12 0 0.00 24.00
12.00 ###### 5 1.16 1.16 24.00 27.8806 0.00275 2.55 71 11 68 6.00 24.00
14.40 ###### 6 1.16 2.32 24.00 27.8806 0.00225 2.55 71 10 61 12.00 24.00
16.80 ###### 7 1.16 3.49 24.00 27.8806 0.00175 2.55 71 9 54 18.00 24.00
19.20 ###### 8 1.16 4.65 24.00 27.8806 0.00125 2.40942 67 8 44 24.00 24.00
21.60 ###### 9 1.16 5.81 24.00 27.8806 0.00075 1.80399 50 7 28 15.49 ######
24.00 ###### 10 1.16 6.97 24.00 27.8806 0.00025 0.72078 20 6 9 6.97 ######
S 6.97 167 351 265
4TH ITERATION
Axial load Pu = 450 k
Distance to neutral axis c = 10 in
Beta factor b = 0.85
Compression block a = 9 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.002 60 0 10 0
2 0.59 2.50 0.002 60 34 10 27
3 1.19 2.50 0.002 60 68 9 54
4 1.19 2.50 0.002 60 68 9 54
5 1.18 7.25 0.001 25 27 5 11
6 1.18 12.00 -0.001 -15 -18 0 0
7 1.18 16.75 -0.002 -56 -66 -5 26
8 0.89 21.50 -0.003 -60 -53 -9 42
9 0.59 21.50 -0.003 -60 -36 -9 28
10 0.59 21.50 -0.003 -60 -36 -9 28
11 0.59 21.50 -0.003 -60 -36 -10 28
12 0.30 21.50 -0.003 -60 -18 -10 14
CONC 514 329
S 450 641
Ec = 3122 ksi eo = 0.0016
to end b conc sec thick to end b control DA ec fc force arm moment to end b
1.03 ###### 1 0.00 0.00 6.00 0.00 5.7E-06 0.003 2.55 0 12 0 0.00 6.00
2.06 ###### 2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00
3.08 ###### 3 0.00 0.00 18.00 24.00 2.8E-05 0.003 2.55 0 12 0 0.00 18.00
4.11 ###### 4 0.00 0.00 24.00 24.00 4E-05 0.003 2.55 0 12 0 0.00 24.00
5.14 ###### 5 1.70 1.70 24.00 40.8682 0.00275 2.55 104 11 97 6.00 24.00
6.17 ###### 6 1.70 3.41 24.00 40.8682 0.00225 2.55 104 9 82 12.00 24.00
7.20 ###### 7 1.70 5.11 24.00 40.8682 0.00175 2.55 104 8 67 18.00 24.00
8.23 ###### 8 1.70 6.81 24.00 40.8682 0.00125 2.40942 98 6 50 24.00 24.00
9.25 ###### 9 1.70 8.51 24.00 40.8682 0.00075 1.80399 74 4 27 17.11 ######
10.28 ###### 10 1.70 10.22 24.00 40.8682 0.00025 0.72078 29 3 6 10.22 ######
S 10.22 245 514 329
6TH ITERATION
Axial load Pu = 450 k
Distance to neutral axis c = 10 in
Beta factor b = 0.85
Compression block a = 9 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.002 60 0 10 0
2 0.59 2.50 0.002 60 34 10 27
case 3 case 1
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3 1.19 2.50 0.002 60 68 9 54
4 1.19 2.50 0.002 60 68 9 54
5 1.18 7.25 0.001 25 27 5 11
6 1.18 12.00 -0.001 -15 -18 0 0
7 1.18 16.75 -0.002 -56 -66 -5 26
8 0.89 21.50 -0.003 -60 -53 -9 42
9 0.59 21.50 -0.003 -60 -36 -9 28
10 0.59 21.50 -0.003 -60 -36 -9 28
11 0.59 21.50 -0.003 -60 -36 -10 28
12 0.30 21.50 -0.003 -60 -18 -10 14
CONC 514 329
S 450 641
Ec = 3122 ksi eo = 0.0016
to end b conc sec thick to end b control DA ec fc force arm moment to end b
1.02 ###### 1 0.00 0.00 6.00 0.00 5.7E-06 0.003 2.55 0 12 0 0.00 6.00
2.04 ###### 2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00
3.07 ###### 3 0.00 0.00 18.00 24.00 2.8E-05 0.003 2.55 0 12 0 0.00 18.00
4.09 ###### 4 0.00 0.00 24.00 24.00 4E-05 0.003 2.55 0 12 0 0.00 24.00
5.11 ###### 5 1.70 1.70 24.00 40.8801 0.00275 2.55 104 11 97 6.00 24.00
6.13 ###### 6 1.70 3.41 24.00 40.8801 0.00225 2.55 104 9 82 12.00 24.00
7.15 ###### 7 1.70 5.11 24.00 40.8801 0.00175 2.55 104 8 67 18.00 24.00
8.18 ###### 8 1.70 6.81 24.00 40.8801 0.00125 2.40942 98 6 50 24.00 24.00
9.20 ###### 9 1.70 8.52 24.00 40.8801 0.00075 1.80399 74 4 27 17.11 ######
10.22 ###### 10 1.70 10.22 24.00 40.8801 0.00025 0.72078 29 3 6 10.22 ######
S 10.22 245 514 329
8TH ITERATION
Axial load Pu = 450 k
Distance to neutral axis c = 10 in
Beta factor b = 0.85
Compression block a = 9 in
E = 29000 ksi d = 22 in
fy = 60 ksi D = 24 in
fc' = 3 ksi q = 0.00
STA A dist strain stress force arm moment
to end
1 0.00 2.50 0.002 60 0 10 0
2 0.59 2.50 0.002 60 34 10 27
3 1.19 2.50 0.002 60 68 9 54
4 1.19 2.50 0.002 60 68 9 54
5 1.18 7.25 0.001 25 27 5 11
6 1.18 12.00 -0.001 -15 -18 0 0
7 1.18 16.75 -0.002 -56 -66 -5 26
8 0.89 21.50 -0.003 -60 -53 -9 42
9 0.59 21.50 -0.003 -60 -36 -9 28
10 0.59 21.50 -0.003 -60 -36 -9 28
11 0.59 21.50 -0.003 -60 -36 -10 28
12 0.30 21.50 -0.003 -60 -18 -10 14
CONC 514 329
S 450 641
Ec = 3122 ksi eo = 0.0016
to end b conc sec thick to end b control DA ec fc force arm moment to end b
1.02 ###### 1 0.00 0.00 6.00 0.00 5.7E-06 0.003 2.55 0 12 0 0.00 6.00
2.04 ###### 2 0.00 0.00 12.00 0.00 1.7E-05 0.003 2.55 0 12 0 0.00 12.00
3.07 ###### 3 0.00 0.00 18.00 24.00 2.8E-05 0.003 2.55 0 12 0 0.00 18.00
4.09 ###### 4 0.00 0.00 24.00 24.00 4E-05 0.003 2.55 0 12 0 0.00 24.00
5.11 ###### 5 1.70 1.70 24.00 40.8801 0.00275 2.55 104 11 97 6.00 24.00
6.13 ###### 6 1.70 3.41 24.00 40.8801 0.00225 2.55 104 9 82 12.00 24.00
7.15 ###### 7 1.70 5.11 24.00 40.8801 0.00175 2.55 104 8 67 18.00 24.00
8.18 ###### 8 1.70 6.81 24.00 40.8801 0.00125 2.40942 98 6 50 24.00 24.00
9.20 ###### 9 1.70 8.52 24.00 40.8801 0.00075 1.80399 74 4 27 17.11 ######
10.22 ###### 10 1.70 10.22 24.00 40.8801 0.00025 0.72078 29 3 6 10.22 ######
S 10.22 245 514 329
case 3 case 1
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to end b to end b
0.00 6.00 2.49 ######
0.00 12.00 4.99 ######
0.00 18.00 7.48 ######
0.00 24.00 9.98 ######
4.16 24.00 12.47 ######
8.32 24.00 14.97 ######
12.47 24.00 17.46 ######16.63 24.00 19.96 ######
20.79 24.00 22.45 ######
24.95 24.00 24.95 ######
case 2 case 3
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to end b to end b
0.00 6.00 2.50 ######
0.00 12.00 5.01 ######0.00 18.00 7.51 ######
0.00 24.00 10.02 ######
4.17 24.00 12.52 ######
8.35 24.00 15.03 ######
12.52 24.00 17.53 ######
16.70 24.00 20.04 ######
20.87 24.00 22.54 ######
25.05 24.00 25.05 ######
to end b to end b
0.00 6.00 2.50 ######
0.00 12.00 5.01 ######
0.00 18.00 7.51 ######
0.00 24.00 10.02 ######
4.17 24.00 12.52 ######
8.35 24.00 15.03 ######
12.52 24.00 17.53 ######
16.70 24.00 20.04 ######
20.87 24.00 22.54 ######
25.05 24.00 25.05 ######
case 2 case 3
case 2 case 3
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to end b to end b
0.00 6.00 2.50 ######
0.00 12.00 5.01 ######
0.00 18.00 7.51 ######
0.00 24.00 10.02 ######
4.17 24.00 12.52 ######
8.35 24.00 15.03 ######
12.52 24.00 17.53 ######
16.70 24.00 20.04 ######
20.87 24.00 22.54 ######
25.05 24.00 25.05 ######
case 2 case 3
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to end b to end b
0.00 6.00 1.83 ######
0.00 12.00 3.67 ######
0.00 18.00 5.50 ######
0.00 24.00 7.34 ######
3.06 24.00 9.17 ######
6.11 24.00 11.00 ######
9.17 24.00 12.84 ######
12.23 24.00 14.67 ######
15.28 24.00 16.50 ######
18.34 24.00 18.34 ######
to end b to end b
0.00 6.00 1.29 ######
0.00 12.00 2.58 ######
0.00 18.00 3.87 ######
0.00 24.00 5.16 ######
2.15 24.00 6.45 ######
4.30 24.00 7.74 ######
6.45 24.00 9.03 ######
8.60 24.00 10.32 ######
10.75 24.00 11.61 ######
12.90 24.00 12.90 ######
case 2 case 3
case 2 case 3
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to end b to end b
0.00 6.00 0.81 ######
0.00 12.00 1.61 ######
0.00 18.00 2.42 ######
0.00 24.00 3.23 ######
1.34 24.00 4.03 ######
2.69 24.00 4.84 ######
4.03 24.00 5.64 ######
5.38 24.00 6.45 ######
6.72 24.00 7.26 ######
8.06 24.00 8.06 ######
to end b to end b
0.00 6.00 0.34 ######
0.00 12.00 0.68 ######
0.00 18.00 1.02 ######
0.00 24.00 1.36 ######
0.57 24.00 1.71 ######
1.14 24.00 2.05 ######
1.71 24.00 2.39 ######
2.27 24.00 2.73 ######
2.84 24.00 3.07 ######
3.41 24.00 3.41 ######
case 2 case 3
case 2 case 3
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to end b to end b
0.00 6.00 0.69 ######
0.00 12.00 1.38 ######
0.00 18.00 2.07 ######
0.00 24.00 2.76 ######
1.15 24.00 3.45 ######
2.30 24.00 4.14 ######
3.45 24.00 4.82 ######
4.59 24.00 5.51 ######
5.74 24.00 6.20 ######
