ONESTEEL duragal sections

DCTDHS/06 DuraGal DESIGN CAPACITY TABLES
MARCH 2002 for STRUCTURAL STEEL HOLLOW SECTIONS D4-17
Designation Mass Design Moment Capacities φM b
(kNm) FLR
per m
d b t
TABLE D4.1-1(2)
DESIGN MOMENT CAPACITIES FOR MEMBERS
WITHOUT FULL LATERAL RESTRAINT
DuraGal RECTANGULAR HOLLOW SECTIONS: GRADE C450L0
Standard Thickness
bending about x-axis
Effective Length (L e ) in metres
mm mm mm kg/m 0.5 0.75 1.0 1.25 1.5 1.75 2.0 2.5 3.0 3.5 4.0 4.5 5.0 6.0 m
100 x 50 x 6.0 RHS 12.0 18.4 18.4 18.4 18.4 18.4 18.4 18.4 18.4 18.4 18.4 18.4 18.2 17.9 17.3 4.19
5.0 RHS 10.3 16.1 16.1 16.1 16.1 16.1 16.1 16.1 16.1 16.1 16.1 16.1 16.0 15.7 15.2 4.26
4.0 RHS 8.49 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.4 13.2 12.8 4.31
3.5 RHS 7.53 12.1 12.1 12.1 12.1 12.1 12.1 12.1 12.1 12.1 12.1 12.1 12.1 11.9 11.5 4.34
3.0 RHS 6.60 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.7 10.6 10.2 4.32
2.5 RHS 5.56 9.18 9.18 9.18 9.18 9.18 9.18 9.18 9.18 9.18 9.18 9.18 9.14 8.99 8.71 4.35
2.0 RHS 4.50 7.37 7.37 7.37 7.37 7.37 7.37 7.37 7.37 7.37 7.37 7.37 7.36 7.25 7.03 4.46
1.6 RHS 3.64 5.05 5.05 5.05 5.05 5.05 5.05 5.05 5.05 5.05 5.05 5.05 5.05 5.05 4.96 5.32
75 x 50 x 6.0 RHS 9.67 11.4 11.4 11.4 11.4 11.4 11.4 11.4 11.4 11.4 11.4 11.4 11.4 11.3 10.9 4.73
5.0 RHS 8.35 10.1 10.1 10.1 10.1 10.1 10.1 10.1 10.1 10.1 10.1 10.1 10.1 10.0 9.73 4.79
4.0 RHS 6.92 8.56 8.56 8.56 8.56 8.56 8.56 8.56 8.56 8.56 8.56 8.56 8.56 8.52 8.28 4.85
3.0 RHS 5.42 6.92 6.92 6.92 6.92 6.92 6.92 6.92 6.92 6.92 6.92 6.92 6.92 6.89 6.69 4.84
2.5 RHS 4.58 5.91 5.91 5.91 5.91 5.91 5.91 5.91 5.91 5.91 5.91 5.91 5.91 5.89 5.72 4.87
2.0 RHS 3.72 4.77 4.77 4.77 4.77 4.77 4.77 4.77 4.77 4.77 4.77 4.77 4.77 4.77 4.64 4.97
1.6 RHS 3.01 3.34 3.34 3.34 3.34 3.34 3.34 3.34 3.34 3.34 3.34 3.34 3.34 3.34 3.33 5.80
75 x 25 x 2.5 RHS 3.60 4.07 4.07 4.07 4.07 4.07 4.06 3.97 3.81 3.66 3.52 3.38 3.25 3.13 2.90 1.70
2.0 RHS 2.93 3.36 3.36 3.36 3.36 3.36 3.36 3.29 3.16 3.04 2.92 2.81 2.71 2.61 2.42 1.73
1.6 RHS 2.38 2.76 2.76 2.76 2.76 2.76 2.76 2.71 2.60 2.50 2.41 2.32 2.23 2.15 2.00 1.76
65 x 35 x 4.0 RHS 5.35 5.38 5.38 5.38 5.38 5.38 5.38 5.38 5.38 5.38 5.27 5.15 5.03 4.92 4.71 3.05
3.0 RHS 4.25 4.45 4.45 4.45 4.45 4.45 4.45 4.45 4.45 4.45 4.37 4.27 4.17 4.08 3.90 3.07
2.5 RHS 3.60 3.83 3.83 3.83 3.83 3.83 3.83 3.83 3.83 3.83 3.76 3.68 3.60 3.52 3.37 3.10
2.0 RHS 2.93 3.16 3.16 3.16 3.16 3.16 3.16 3.16 3.16 3.16 3.11 3.04 2.97 2.91 2.78 3.13
50 x 25 x 3.0 RHS 3.07 2.37 2.37 2.37 2.37 2.37 2.37 2.37 2.31 2.23 2.16 2.09 2.02 1.96 1.84 2.07
2.5 RHS 2.62 2.07 2.07 2.07 2.07 2.07 2.07 2.07 2.01 1.95 1.89 1.83 1.77 1.71 1.61 2.10
2.0 RHS 2.15 1.73 1.73 1.73 1.73 1.73 1.73 1.73 1.69 1.63 1.58 1.53 1.48 1.44 1.35 2.13
1.6 RHS 1.75 1.43 1.43 1.43 1.43 1.43 1.43 1.43 1.40 1.35 1.31 1.27 1.23 1.19 1.12 2.16
50 x 20 x 3.0 RHS 2.83 2.09 2.09 2.09 2.09 2.08 2.03 1.98 1.89 1.80 1.72 1.64 1.57 1.50 1.37 1.44
2.5 RHS 2.42 1.83 1.83 1.83 1.83 1.82 1.78 1.74 1.66 1.58 1.51 1.45 1.38 1.32 1.22 1.47
2.0 RHS 1.99 1.53 1.53 1.53 1.53 1.53 1.50 1.46 1.40 1.34 1.28 1.22 1.17 1.12 1.03 1.50
1.6 RHS 1.63 1.27 1.27 1.27 1.27 1.27 1.25 1.22 1.16 1.11 1.07 1.02 0.977 0.937 0.863 1.53
Notes: 1. φ = 0.9
2. FLR - segment length for Full Lateral Restraint (φM bx
= φM sx
) for simply supported beams with uniform moment.
FLR = 0.231 (π 2 E /y G J / M sx2
) 0.5 (See Section D4.1.3 of these tables for explanation)
3. Values to the left of the solid line are segment lengths with full lateral restraint.
4. α sh
= 0.7(((M sx
/ M oa
) 2 + 2.7)) 0.5 - M s
/M oa
) (See Section D4.1.2 of these tables
for explanation)
5. α m
= 1.0