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DuraGal DESIGN CAPACITY TABLES DCTDHS/06<br />
D8-10 for STRUCTURAL STEEL HOLLOW SECTIONS MARCH 2002<br />
W * L1<br />
= Maximum Design Load based on Design Moment Capacity<br />
W * L2<br />
= Maximum Design Load based on Design Shear Capacity<br />
Maximum Design Load W * L<br />
is LESSER of W * L1<br />
and W * L2<br />
STRENGTH LIMIT STATE MAXIMUM DESIGN LOADS<br />
SIMPLY SUPPORTED BEAMS WITH FULL LATERAL RESTRAINT<br />
DuraGal RECTANGULAR HOLLOW SECTIONS: GRADE C450L0<br />
Standard Thickness<br />
bending about x-axis<br />
Designation Mass W* L1<br />
(kN)<br />
per m W* L2 FLR<br />
d b t<br />
Span of Beam (L) in metres<br />
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<br />
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 21.1 749 6.35<br />
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 18.3 633 6.48<br />
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 15.1 514 6.60<br />
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 11.9 391 6.66<br />
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 10.1 328 6.72<br />
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 7.32 264 7.58<br />
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 19.5 634 13.2<br />
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 16.8 538 13.3<br />
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 13.9 438 13.4<br />
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 10.8 334 13.6<br />
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 8.04 281 15.4<br />
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 5.74 226 17.6<br />
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 10.5 489 7.92<br />
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 9.20 417 8.03<br />
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 7.73 341 8.14<br />
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 6.93 301 8.19<br />
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 6.17 261 8.16<br />
2.5 RHS 5.56 73.5 38.7 24.5 18.4 14.7 12.2 10.5 9.18 8.16 7.35 6.68 6.12 5.65 5.25 220 8.22<br />
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 4.21 178 8.41<br />
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 2.89 143 10.0<br />
Notes: 1. FLR = 0.436 (π 2 E I y<br />
G J / M 2 SX )0.5 (See Section D4.1.3 of these tables for explanation)<br />
FLR = Segment length for full lateral restraint (φM bx<br />
= φM sx<br />
)<br />
2. φ = 0.9<br />
3. α = 1.0<br />
m<br />
4. α s<br />
= 1.0<br />
5. W* L1<br />
= 8 φ M s<br />
/L<br />
6. W* L2<br />
= 2 φ V v<br />
TABLE D8.1-1(1)(A)
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