Contents AISC ASD 89 Example 001
User Manual: AISC ASD-89 Example 001
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Software Verification
PROGRAM NAME:
REVISION NO.:
SAP2000
0
AISC ASD-89 Example 001
WIDE FLANGE MEMBER UNDER BENDING
EXAMPLE DESCRIPTION
The beam below is subjected to a bending moment of 20 kip-ft. The compression
flange is braced at 3.0 ft intervals. The selected member is non-compact due to
flange criteria.
GEOMETRY, PROPERTIES AND LOADING
Member Properties
W6X12, M10X9,
W8X10
E = 29000 ksi
Loading
w = 1.0 klf
Geometry
Span, L = 12.65 ft
TECHNICAL FEATURES TESTED
Section compactness check (bending)
Member bending capacity
AISC ASD-89 Example 001 - 1
Software Verification
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REVISION NO.:
SAP2000
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RESULTS COMPARISON
Independent results are taken from Allowable Stress Design Manual of Steel
Construction, Ninth Edition, 1989, Example 3, Page 2-6.
SAP2000
Independent
Percent
Difference
Non-Compact
Non-Compact
0.00%
Design Bending Stress, fb
(ksi)
30.74
30.74
0.00%
Allowable Bending Stress,
Fb (ksi)
32.70
32.70
0.00 %
Output Parameter
Compactness
COMPUTER FILE: AISC ASD-89 EX001
CONCLUSION
The results show an exact match with the independent results.
AISC ASD-89 Example 001 - 2
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HAND CALCULATION
Properties:
Material: ASTM A572 Grade 50 Steel
E = 29,000 ksi, Fy = 50 ksi
Section: W8x10
bf = 3.94 in, tf = 0.205 in, d = 7.98 in, tw = 0.17 in
h = h − 2t f = 7.89 − 2 • 0.205 = 7.48 in
Member:
L = 12.65 ft
lb = 3 ft
Loadings:
w = 1.0 k/ft
M=
∙
wL2
= 1.0 12.652/8 = 20.0 k-ft
8
Design Bending Stress
f=
M / S33= 20 • 12 / 7.8074
b
fb = 30.74 ksi
Section Compactness:
Localized Buckling for Flange:
=
λ
bf
3.94
=
= 9.610
2t f 2 • 0.205
=
λp
λr =
65
=
Fy
95
Fy
65
= 9.192
50
=
95
50
= 13.435
AISC ASD-89 Example 001 - 3
Software Verification
PROGRAM NAME:
REVISION NO.:
SAP2000
0
λ > λ p , Localized flange buckling is present.
λ < λr ,
Flange is Non-Compact.
Localized Buckling for Web:
λ
=
d 7.89
=
= 46.412
tw 0.17
f
P
= 0 and a = 0 ≤ 0.16,so
A
Fy
No axial force is present, so f a=
λ=
p
640
Fy
f 640
0
1 − 3.74 a =
1 − 3.74 • =
90.510
F
50
50
y
λ < λ p , No localized web buckling
Web is Compact.
Section is Non-Compact.
Section Bending Capacity
Allowable Bending Stress
Since section is Non-Compact
bf
Fb 33 0.79 − 0.002
=
2t f
Fb 33 =
Fy Fy
( 0.79 − 0.002 • 9.61•
)
50 50
Fb 33 = 32.70 ksi
AISC ASD-89 Example 001 - 4
Software Verification
PROGRAM NAME:
REVISION NO.:
SAP2000
0
Member Bending Capacity for Lb = 3.0 ft:
Critical Length, lc:
76b f 20,000 A f
l c = min
,
dFy
Fy
76 • 3.94 20, 000 • 3.94 • 0.205
,
lc = min
7.89 • 50
50
lc = min {42.347, 40.948}
lc = 40.948 in
l22 =lb =3 • 12 =36 in
l 22 < l c , section capacity is as follows:
Fb 33 = 32.70 ksi
AISC ASD-89 Example 001 - 5
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