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AISC ASD-89 Example 002 - 1
AISC ASD-89 Example 002
WIDE FLANGE MEMBER UNDER COMPRESSION
EXAMPLE DESCRIPTION
The column design features for the AISC ASD-89 code are checked
for the frame
shown below. This frame is presented in the Allowable Stress
Design Manual ofSteel Construction, Ninth Edition, 1989, Example 3,
Pages 3-6 and 3-7. The
columnKfactors were overwritten to a value of 2.13 to match the
example. The
transverse direction was assumed to be continuously supported.
Two point loadsof 560 kips are applied at the tops of each column.
The ratio of allow axial stress,Fa, to the actual,fa, was checked
and compared to the referenced design code.
GEOMETRY,PROPERTIES AND LOADING
TECHNICAL FEATURES TESTED
Section compactness check (compression) Member compression
capacity
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AISC ASD-89 Example 002 - 2
RESULTS COMPARISON
Independent results are taken fromAllowable Stress Design Manual
of Steel
Construction, Ninth Edition, 1989, Example 3, Pages 3-6 and
3-7.
Output Parameter ETABS IndependentPercent
Difference
Compactness Compact Compact 0.00%
Design Axial Stress,fa(ksi) 15.86 15.86 0.00%
Allowable Axial Stress,
Fa(ksi)
16.47 16.47 0.00%
COMPUTER FILE: AISCASD-89EX002
CONCLUSION
The results show an exact comparison with the independent
results.
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AISC ASD-89 Example 002 - 3
HAND CALCULATION
Properties:
Material: A36 Steel
E = 29,000 ksi,Fy = 36 ksi
Section: W12x120:
bf= 12.32in, tf= 1.105in, d =13.12 in, tw=0.71 in
A = 35.3 in2
rx=5.5056 in
Member:
K= 2.13
L= 15 ft
Loadings:
P = 560 kips
Design Axial Stress:
560
35.3a
Pf
A
15.86 ksia
f
Compactness:
Localized Buckling for Flange:
1 2 . 3 25 . 5 7 5
2 2 1 .1 0 5
f
f
b
t
6 5 6 51 0 . 8 3
3 6p
yF
p , No localized flange buckling
Flange is Compact.
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AISC ASD-89 Example 002 - 4
Localized Buckling for Web:
15.860.44
36
a
y
f
F
13.1218.48
0.71w
d
t
Since 0 .4 4 0 .1 6a
y
f
F
2 5 7 2 5 74 2 . 8 3
3 6p
yF
p , No localized web buckling
Web is Compact.
Section is Compact.
Member Compression Capacity
638.69
5056.5
121513.2
x
x
r
KL
2 2
2 2 2 9 0 0 01 2 6 . 0 9 9
3 6
c
y
EC
F
552.0
099.126
638.69
c
x
x
C
r
KL
c
x
x
C
r
KL
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AISC ASD-89 Example 002 - 5
3
2
8
1
8
3
3
5
2
10.1
c
xx
c
xx
y
c
xx
a
C
rKL
C
rKL
FC
rKL
F
3
2
552.0
8
1552.0
8
3
3
5
36552.0
2
10.1
a
F
16.47 ksia
F
