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AS/ NZS 4600 :200 5
80
For 0.318 E / f y < d o/t ≤ 0.441 E / f y:
M b = 0.328 E /(d o/t )
. . . 3.6.2(3)
where d o is the outside diameter of the tubular member. 3.6.3 Compression
This Clause applies to members in which the resultant of all design loads and design bending moments acting on the member is equivalent to a single force in the direction of the member axis passing through the centroid of the section. The design axial load ( N * ) shall satisfy — *
N
≤
φ c N c
where . . . 3.6.3(1)
N c = f n Ae
f n = critical stress and shall be calculated from Equation 3.6.3(2) or Equation 3.6.3(3), as appropriate =
(
2
λ c
)f for λ
1.5
. . . 3.6.3(2)
0.877 f y for λ c > 1.5 2 λ c
. . . 3.6.3(3)
0.658
c
y
≤
=
= slenderness factor
λc
f y
=
. . . 3.6.3(4)
f oc
= elastic flexural buckling stress determined in accordance with Clause 3.4.1
oc
A e = effective area at the critical stress ( f n) = Ao + R( A – A o) 7 0 0 2 g u A 5 1 n o Y G O L O N H C E T F O Y T I S R E V I N U E N R U B N I W S y b d e s s e c c A
. . . 3.6.3(5)
Ao = reduced area due to local buckling =
0.037 E d + 0.667 A ≤ A for o ≤ 0.441 f y t d o f y / tE
. . . 3.6.3(6)
R = reduction factor =
f y 2 f e
≤ 1.0
. . . 3.6.3(7)
A = area of the full, unreduced cross-section 3.6.4 Combined bending and compression
Combined bending and compression shall be in accordance with Clause 3.5.