Contents AISC ASD 89 Example 001

User Manual: AISC ASD-89 Example 001

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Software Verification
PROGRAM NAME:
SAP2000
REVISION NO.:
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
TECHNICAL FEATURES TESTED
Section compactness check (bending)
Member bending capacity
Member Properties
W6X12, M10X9,
W8X10
E = 29000 ksi
Loading
w = 1.0 klf
Geometry
Span, L = 12.65 ft
AISC ASD-89 Example 001 - 1
Software Verification
PROGRAM NAME:
SAP2000
REVISION NO.:
0
RESULTS COMPARISON
Independent results are taken from Allowable Stress Design Manual of Steel
Construction, Ninth Edition, 1989, Example 3, Page 2-6.
Output Parameter
SAP2000 Independent Percent
Difference
Compactness 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 %
COMPUTER FILE: AISC ASD-89 EX001
CONCLUSION
The results show an exact match with the independent results.
AISC ASD-89 Example 001 - 2
Software Verification
PROGRAM NAME:
SAP2000
REVISION NO.:
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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
2 7.89 2 0.205 7.48 in=− = −• =
f
hh t
Member:
L = 12.65 ft
lb = 3 ft
Loadings:
w = 1.0 k/ft
2
8
wL
M=
= 1.0∙12.652/8 = 20.0 k-ft
Design Bending Stress
30.74ksi=
b
f
Section Compactness:
Localized Buckling for Flange:
3.94 9.610
2 2 0.205
f
f
b
t
λ
= = =
•
65 65 9.192
50
p
y
F
λ
= = =
435.13
50
9595 ===
y
rF
λ
AISC ASD-89 Example 001 - 3
Software Verification
PROGRAM NAME:
SAP2000
REVISION NO.:
0
p
λλ
>
, Localized flange buckling is present.
r
λλ
<
,
Flange is Non-Compact.
Localized Buckling for Web:
7.89 46.412
0.17
w
d
t
λ
= = =
No axial force is present, so
0 and 0 0.16,so= = = ≤
a
a
y
f
P
fAF
640 640 0
1 3.74 1 3.74 90.510
50
50
a
p
y
y
f
F
F
λ


= − = −•=





p
λλ
<
, No localized web buckling
Web is Compact.
Section is Non-Compact.
Section Bending Capacity
Allowable Bending Stress
Since section is Non-Compact
33
0.79 0.002 2
f
b yy
f
b
F FF
t

= −



()
33
0.79 0.002 9.61 50 50
b
F= − ••
33
32.70 ksi=
b
F
AISC ASD-89 Example 001 - 4
Software Verification
PROGRAM NAME:
SAP2000
REVISION NO.:
0
Member Bending Capacity for Lb = 3.0 ft:
Critical Length, lc:
=
y
f
y
f
c
dF
A
F
b
l000
,
20
,
76
min
76 3.94 20,000 3.94 0.205
min , 7.89 50
50
c
l• ••

=
•

{ }
min 42.347,40.948
c
l=
40.948 in=
c
l
22 3 12 36 in==•=
b
ll
c
ll <
22
, section capacity is as follows:
33
32.70 ksi=
b
F
AISC ASD-89 Example 001 - 5

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