ONESTEEL duragal sections

DuraGal DESIGN CAPACITY TABLES DCTDHS/06
D8-22 for STRUCTURAL STEEL HOLLOW SECTIONS MARCH 2002
W * L1
= Maximum Design Load based on Design Moment Capacity
W * L2
= Maximum Design Load based on Design Shear Capacity
Maximum Design Load W * L
is LESSER of W * L1
and W * L2
STRENGTH LIMIT STATE MAXIMUM DESIGN LOADS
CONTINUOUS BEAMS WITH FULL LATERAL RESTRAINT
DuraGal RECTANGULAR HOLLOW SECTIONS: GRADE C450L0
Standard Thickness
bending about x-axis
Designation Mass W* L1
(kN)
per m W* L2 FLR
d b t
Span of Beam (L) in metres
mm mm mm kg/m 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 kN m
150 x 50 x 6.0 RHS 16.7 295 148 98.4 73.8 59.1 49.2 42.2 36.9 32.8 29.5 26.8 24.6 22.7 21.1 599 26.4
5.0 RHS 14.2 256 128 85.2 63.9 51.1 42.6 36.5 31.9 28.4 25.6 23.2 21.3 19.7 18.3 506 26.9
4.0 RHS 11.6 212 106 70.7 53.0 42.4 35.3 30.3 26.5 23.6 21.2 19.3 17.7 16.3 15.1 411 27.4
3.0 RHS 8.96 167 83.3 55.5 41.7 33.3 27.8 23.8 20.8 18.5 16.7 15.1 13.9 12.8 11.9 312 27.6
2.5 RHS 7.53 141 70.5 47.0 35.3 28.2 23.5 20.1 17.6 15.7 14.1 12.8 11.8 10.8 10.1 262 27.9
2.0 RHS 6.07 103 51.3 34.2 25.6 20.5 17.1 14.6 12.8 11.4 10.3 9.32 8.54 7.89 7.32 211 31.4
125 x 75 x 6.0 RHS 16.7 273 136 91.0 68.2 54.6 45.5 39.0 34.1 30.3 27.3 24.8 22.7 21.0 19.5 507 54.7
5.0 RHS 14.2 236 118 78.6 58.9 47.1 39.3 33.7 29.5 26.2 23.6 21.4 19.6 18.1 16.8 430 55.1
4.0 RHS 11.6 195 97.6 65.1 48.8 39.1 32.5 27.9 24.4 21.7 19.5 17.8 16.3 15.0 13.9 350 55.5
3.0 RHS 8.96 151 75.4 50.3 37.7 30.2 25.1 21.5 18.8 16.8 15.1 13.7 12.6 11.6 10.8 267 56.2
2.5 RHS 7.53 113 56.3 37.5 28.1 22.5 18.8 16.1 14.1 12.5 11.3 10.2 9.38 8.66 8.04 224 64.0
2.0 RHS 6.07 80.4 40.2 26.8 20.1 16.1 13.4 11.5 10.0 8.93 8.04 7.31 6.70 6.18 5.74 181 73.0
100 x 50 x 6.0 RHS 12.0 147 73.5 49.0 36.7 29.4 24.5 21.0 18.4 16.3 14.7 13.4 12.2 11.3 10.5 391 32.8
5.0 RHS 10.3 129 64.4 42.9 32.2 25.8 21.5 18.4 16.1 14.3 12.9 11.7 10.7 9.91 9.20 333 33.3
4.0 RHS 8.49 108 54.1 36.1 27.1 21.6 18.0 15.5 13.5 12.0 10.8 9.84 9.02 8.33 7.73 273 33.8
3.5 RHS 7.53 97.0 48.5 32.3 24.2 19.4 16.2 13.9 12.1 10.8 9.70 8.82 8.08 7.46 6.93 241 34.0
3.0 RHS 6.60 86.4 43.2 28.8 21.6 17.3 14.4 12.3 10.8 9.60 8.64 7.85 7.20 6.64 6.17 209 33.9
2.5 RHS 5.56 73.5 36.7 24.5 18.4 14.7 12.2 10.5 9.18 8.16 7.35 6.68 6.12 5.65 5.25 176 34.1
2.0 RHS 4.50 59.0 29.5 19.7 14.7 11.8 9.83 8.43 7.37 6.55 5.90 5.36 4.92 4.54 4.21 142 34.9
1.6 RHS 3.64 40.4 20.2 13.5 10.1 8.08 6.73 5.77 5.05 4.49 4.04 3.67 3.37 3.11 2.89 115 41.6
Notes: 1. FLR = 1.809 (π 2 E I y
G J / M 2 SX )0.5 (See Section D4.1.3 of these tables for explanation)
FLR = Segment length for full lateral restraint (φM bx
= φM sx
)
2. φ = 0.9
3. α = 1.0
m
4. α s
= 1.0
5. W*L1 = 8 φ M s
/L
6. W* L2
= 1.6 φ V v
TABLE D8.2-1(1)(A)