ONESTEEL duragal sections

DuraGal DESIGN CAPACITY TABLES DCTDHS/06
D8-38 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
TABLE D8.3-2(A)
STRENGTH LIMIT STATE MAXIMUM DESIGN LOADS
FIXED END BEAMS WITH FULL LATERAL RESTRAINT
DuraGal RECTANGULAR HOLLOW SECTIONS: GRADE C450L0
Non-Standard Thickness
bending about x-axis
Designation Mass W* L1 (kN)
per m
d b t
Span of Beam (L) in metres
Notes: 1. FLR = 1.970 (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
= 12 φ M s
/L
6. W* L2
= 2 φ V v
W* L2 FLR
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 kN m
125 x 75 x 2.8 RHS 8.39 407 271 203 163 136 116 102 81.3 67.8 58.1 50.8 45.2 40.7 33.9 313 64.1
2.3 RHS 6.95 294 196 147 118 98.0 84.0 73.5 58.8 49.0 42.0 36.8 32.7 29.4 24.5 259 74.1
100 x 50 x 2.8 RHS 6.19 244 163 122 97.5 81.3 69.7 61.0 48.8 40.6 34.8 30.5 27.1 24.4 20.3 245 37.0
2.3 RHS 5.14 204 136 102 81.8 68.1 58.4 51.1 40.9 34.1 29.2 25.5 22.7 20.4 17.0 203 37.2
75 x 50 x 2.8 RHS 5.09 157 104 78.3 62.6 52.2 44.7 39.1 31.3 26.1 22.4 19.6 17.4 15.7 13.0 183 41.4
2.3 RHS 4.24 132 87.8 65.9 52.7 43.9 37.6 32.9 26.4 22.0 18.8 16.5 14.6 13.2 11.0 152 41.6
65 x 35 x 2.8 RHS 3.99 101 67.3 50.5 40.4 33.7 28.9 25.2 20.2 16.8 14.4 12.6 11.2 10.1 8.42 155 26.3
2.3 RHS 3.34 85.6 57.1 42.8 34.2 28.5 24.5 21.4 17.1 14.3 12.2 10.7 9.51 8.56 7.13 129 26.5
50 x 25 x 2.8 RHS 2.89 54.1 36.1 27.1 21.7 18.0 15.5 13.5 10.8 9.02 7.73 6.77 6.02 5.41 4.51 115 17.8
2.3 RHS 2.44 46.4 31.0 23.2 18.6 15.5 13.3 11.6 9.29 7.74 6.64 5.81 5.16 4.64 3.87 96.7 18.0
50 x 20 x 2.8 RHS 2.67 47.7 31.8 23.9 19.1 15.9 13.6 11.9 9.54 7.95 6.82 5.96 5.30 4.77 3.98 114 12.4
2.3 RHS 2.25 41.1 27.4 20.6 16.4 13.7 11.7 10.3 8.22 6.85 5.87 5.14 4.57 4.11 3.43 95.4 12.6