Contents AISC ASD 89 Example 002

User Manual: AISC ASD-89 Example 002

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Software Verification
PROGRAM NAME:
ETABS
REVISION NO.:
0
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 of
Steel Construction, Ninth Edition, 1989, Example 3, Pages 3-6 and 3-7. The
column K factors were overwritten to a value of 2.13 to match the example. The
transverse direction was assumed to be continuously supported. Two point loads
of 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
AISC ASD-89 Example 002 - 1
Software Verification
PROGRAM NAME:
ETABS
REVISION NO.:
0
RESULTS COMPARISON
Independent results are taken from Allowable Stress Design Manual of Steel
Construction, Ninth Edition, 1989, Example 3, Pages 3-6 and 3-7.
Output Parameter
ETABS Independent Percent
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: AISC ASD-89 EX002
CONCLUSION
The results show an exact comparison with the independent results.
AISC ASD-89 Example 002 - 2
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PROGRAM NAME:
ETABS
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HAND CALCULATION
Properties:
Material: A36 Steel
E = 29,000 ksi, Fy = 36 ksi
Section: W12x120:
bf = 12.32 in, tf = 1.105 in, 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
35.3
a
P
fA
= =
15.86ksi=
a
f
Compactness:
Localized Buckling for Flange:
65 65 10.83
36
p
y
F
λ
= = =
p
λλ
<
, No localized flange buckling
Flange is Compact.
AISC ASD-89 Example 002 - 3
Software Verification
PROGRAM NAME:
ETABS
REVISION NO.:
0
Localized Buckling for Web:
15.86 0.44
36
a
y
f
F= =
13.12 18.48
0.71
w
d
t
λ
= = =
Since
0.44 0.16
a
y
f
F= >
257 257 42.83
36
p
y
F
λ
= = =
p
λλ
<
, No localized web buckling
Web is Compact.
Section is Compact.
Member Compression Capacity
( )
638.69
5056.5
121513.2 =
••
=
x
x
r
KL
22
2 2 29000 126.099
36
π π•
= = =
c
y
E
CF
552.0
099.126
638.69 ==
c
x
x
C
r
KL
c
x
xC
r
KL <
AISC ASD-89 Example 002 - 4
Software Verification
PROGRAM NAME:
ETABS
REVISION NO.:
0
3
2
8
1
8
3
3
5
2
1
0.
1
−
+
−
=
c
xx
c
xx
y
c
xx
a
C
rKL
C
r
KL
F
C
rKL
F
( )
( ) ( )
3
2
552.0
8
1
552.0
8
3
3
5
36552.0
2
1
0.1
−+
•
−
=
a
F
16.47 ksi=
a
F
AISC ASD-89 Example 002 - 5

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