ABCDEFGHIJKLMNOPQRSTUVWXYZAAABACADAEAFAGAHAIAJAKALAMAN
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Composite Element Design Based on AISC 360-10 & ACI 318-14
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INPUT DATA & DESIGN SUMMARY
<== Tips: This software may be suitable for the following section design.
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CONCRETE STRENGTH
fc'=5ksi1.
Tension pile due to the over strength factor, W0, from CBC 1616A.1.16, because the tension force has
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REBAR STEEL YIELD STRESS
fy, Bar
=60ksi
to be based on actual frictional resistance, not allowable frictional resistance with 500 psf maximum (CBC /
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VERTICAL REINFORCING
8#8
IBC, 1810.3.3.1.4).
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COVER TO VERTICAL REBAR
Cc=3,25in2.
Cracked deep foundation or column (CBC / IBC Eq. 18-11) in water or soil with freezing and thawing, deicer
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chemicals, and sulfates (CBC / IBC 1904.2 & 1810.3.2.5).
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WF STEEL YIELD STRESS
fy, WF=50ksi
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WF SECTION
W16X67
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tfbftwdA
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0,66510,20,39516,319,7
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ELEMENT DIAMETER
D=30in
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FACTORED AXIAL LOAD
Pu=-500
k, tension
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FACTORED MOMENT
Mu,x=600ft-k
THE SECTION DESIGN IS ADEQUATE.
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Mu,y=200ft-k
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FACTORED SHEAR LOAD
Vu,x=68k
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Vu,y=50k
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ANALYSIS
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f Pn (k)
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f Mn (ft-k)
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Capacity Drawings
ff Pn (k)
f Mn (ft-k)
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AT AXIAL LOAD ONLY
0,7513940
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AT MAXIMUM LOAD
0,751394894
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AT 75% MAXIMUM LOAD
0,751045922
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AT 50% MAXIMUM LOAD
0,81182296356971017
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AT 25% MAXIMUM LOAD
0,84273444523481052
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AT FLEXURE ONLY
0,873645926901084
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AT STEEL STRAIN 0.005
0,9-2021110
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AT AXIAL LOAD -715 k
0,9-715721
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AT PURE TENSION
0,9-12280
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CHECK FLEXURAL & AXIAL CAPACITY
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f Pmax = fc Pn =
1394
kips, (AISC 360 I2-2 & I2-3)
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>Pu
[Satisfactory]
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wherefc = 0,75
(AISC 360 I2.1b & ACI 318 21.2)
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Ac = 707in2Ic = 39642in4
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As, Bar = 6,32in2Is = 119in4
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(cont'd)
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C1 = 0,154
, (AISC 360 I2-7)
E Ieff =
28093060
ksi-in4, (AISC 360 I2-6)
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KL =30
ft, effective length
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Pe = 2139
kips, (AISC 360 I2-5)
Po = 4368
kips, (AISC 360 I2-4)
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Balanced :f = 0,75
(AISC 360 I2.1b & ACI 318 21.2)
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Cb = d ec / (ec + es) =
16,7in
et, min =
0,0017ec =0,003
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d =26,3
in, (ACI 318 20.6.1.1)
D =30,0in
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Critical Points
ff Pn (k)
f Mn (ft-k)
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AT AXIAL LOAD ONLY
0,7513940
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AT MAXIMUM LOAD
0,751394894
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AT 0 % TENSION
0,752174650
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AT 25 % TENSION
0,751853781
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AT 50 % TENSION
0,751577859
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AT STEEL STRAIN 0.002
0,75984933
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AT BALANCED CONDITION
0,751117925
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AT STEEL STRAIN 0.005
0,9-2021110
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AT FLEXURE ONLY
0,873645926901084
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f Mn =884ft-kips @ Pu =-500
kips
>Mu =632ft-kips
[Satisfactory]
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rmax=0,08
(ACI 318 10.6)
rprovd=0,037
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rmin=0,01
(AISC 360 I2.1a & ACI 318 10.6)
[Satisfactory]
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CHECK SHEAR CAPACITY (AISC 360 I2.1d & ACI 318 22.5)
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f Vnx = f (Vcx)
>Vux
(ACI 318 22.5)
[Satisfactory]
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fv Vny = fv (Vny)
>Vuy
(AISC 360 G2.1)
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wheref =0,75
(ACI 318 21.2)
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fv =1,00
(AISC 360 G2.1)
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dA0AwVc =
2 (fc')0.5A0
Vn =
0.6 fy Aw Cv
f Vn
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x2665692,870
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y1014407,0407
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Note:
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1.
The minimum Stud Shear Connectors (not shown on this spreadsheet) are 3/4" f @ 12" O.C. in both directions of vertical and horizontal
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around WF steel shape. (AISC 360 I2.1g)