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1.0
2
12(1-
2
)
k
----------------------
(
E
--------------------------
=
cr
b/
ff
2
)
0.8
t/t
f
=
0.75
1.00
0.6
1.50
b
f
2.00
0.4
t
w
d
f
0.2
t
f
0
0
0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0
Outstand width to depth ratio
b
f
/d
f
Figure 4.10
Local buckling coefficients for I-section compression members.
6
2
12(1-
2
)
k
----------------------
(
E
--------------------------
=
cr
b/
ff
2
)
5
t/t
f
=0.75
b
f
4
1.00
1.25
3
t
w
d
f
2
1.50
t
f
1
2.00
0
0
0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0
Width to depth ratio
b
f
/d
f
Figure 4.11
Local buckling coefficients for box section compression members.
4.2.2 Ultimate strength
4.2.2.1 Inelastic buckling of thick plates
ThediscussiongiveninSection4.2.1ontheelasticbucklingofrectangularplates
applies only to materials whose stress-strain relationships remain linear. Thus,
for stocky steel plates for which the calculated elastic buckling stress exceeds the
yield stress
f
y
, the elastic analysis must be modified accordingly.
One particularly simple modification which can be applied to strain-hardened
steel plates is to use the strain-hardening modulus
E
st
and
√
(
EE
st
)
instead of
E
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