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TABLE D3.1-1<br />
DESIGN SECTION CAPACITIES<br />
DuraGal RECTANGULAR HOLLOW SECTIONS: GRADE C450L0<br />
Standard Thickness<br />
about x- and y-axis<br />
Designation Mass Axial Axial Bending Shear Torsion<br />
per m Tension Compression x-axis y-axis x-axis y-axis<br />
d b t φN t<br />
φN s<br />
φM sx<br />
φM sy<br />
φV vx<br />
φV vy<br />
φM z<br />
mm mm mm kg/m kN kN kNm kNm kN kN kNm<br />
150 x 50 x 6.0 RHS 16.7 816 F 864 36.9 16.4 374 N 111 U 15.6<br />
5.0 RHS 14.2 694 F 735 31.9 12.9 316 N 97.2 U 13.8<br />
4.0 RHS 11.6 567 F 526 26.5 9.19 257 N 81.6 U 11.7<br />
3.0 RHS 8.96 436 F 329 20.8 5.89 195 N 64.2 U 9.30<br />
2.5 RHS 7.53 367 F 246 17.6 4.40 164 N 54.7 U 7.97<br />
2.0 RHS 6.07 296 F 173 12.8 3.10 92.5 B 44.7 U 6.55<br />
125 x 75 x 6.0 RHS 16.7 816 F 864 34.1 23.9 317 N 184 U 21.0<br />
5.0 RHS 14.2 694 F 735 29.5 20.5 269 N 158 U 18.3<br />
4.0 RHS 11.6 567 F 600 24.4 15.1 219 N 130 U 15.3<br />
3.0 RHS 8.96 436 F 390 18.8 9.80 167 N 101 U 12.0<br />
2.5 RHS 7.53 367 F 296 14.1 7.39 140 N 85.1 U 10.2<br />
2.0 RHS 6.07 296 F 196 10.0 5.27 113 N 69.0 U 8.36<br />
100 x 50 x 6.0 RHS 12.0 586 F 621 18.4 11.2 244 N 111 U 9.94<br />
5.0 RHS 10.3 503 F 532 16.1 9.88 208 N 97.2 U 8.87<br />
4.0 RHS 8.49 414 F 438 13.5 8.23 170 N 81.6 U 7.58<br />
3.5 RHS 7.53 367 F 388 12.1 6.92 151 N 73.1 U 6.85<br />
3.0 RHS 6.60 322 F 329 10.8 5.63 131 N 64.2 U 6.08<br />
2.5 RHS 5.56 271 F 246 9.18 4.22 110 N 54.7 U 5.22<br />
2.0 RHS 4.50 219 F 173 7.37 2.97 88.9 N 44.7 U 4.31<br />
1.6 RHS 3.64 177 F 124 5.05 2.10 71.7 N 36.4 U 3.53<br />
75 x 50 x 6.0 RHS 9.67 471 F 499 11.4 8.56 178 N 111 U 7.11<br />
5.0 RHS 8.35 407 F 431 10.1 7.61 153 N 97.2 U 6.41<br />
4.0 RHS 6.92 337 F 357 8.56 6.47 126 N 81.6 U 5.52<br />
3.0 RHS 5.42 264 F 280 6.92 5.17 97.4 N 64.2 U 4.47<br />
2.5 RHS 4.58 223 F 236 5.91 4.03 82.3 N 54.7 U 3.85<br />
2.0 RHS 3.72 181 F 173 4.77 2.86 66.8 N 44.7 U 3.19<br />
1.6 RHS 3.01 147 F 124 3.34 2.03 54.0 N 36.4 U 2.62<br />
75 x 25 x 2.5 RHS 3.60 176 F 186 4.07 1.64 79.1 N 24.3 U 1.73<br />
2.0 RHS 2.93 143 F 133 3.36 1.17 64.2 N 20.4 U 1.47<br />
1.6 RHS 2.38 116 F 91.6 2.76 0.816 51.9 N 17.0 U 1.23<br />
65 x 35 x 4.0 RHS 5.35 261 F 276 5.38 3.48 106 N 52.5 U 3.05<br />
3.0 RHS 4.25 207 F 219 4.45 2.88 82.3 N 42.3 U 2.54<br />
2.5 RHS 3.60 176 F 186 3.83 2.41 69.7 N 36.5 U 2.21<br />
2.0 RHS 2.93 143 F 149 3.16 1.77 56.7 N 30.1 U 1.85<br />
50 x 25 x 3.0 RHS 3.07 149 F 158 2.37 1.44 61.1 N 27.7 U 1.26<br />
2.5 RHS 2.62 128 F 135 2.07 1.26 52.1 N 24.3 U 1.12<br />
2.0 RHS 2.15 105 F 111 1.73 1.05 42.6 N 20.4 U 0.952<br />
1.6 RHS 1.75 85.4 F 90.4 1.43 0.777 34.7 N 17.0 U 0.800<br />
50 x 20 x 3.0 RHS 2.83 138 F 146 2.09 1.06 60.3 N 20.4 U 0.942<br />
2.5 RHS 2.42 118 F 125 1.83 0.938 51.4 N 18.2 U 0.847<br />
2.0 RHS 1.99 97.0 F 103 1.53 0.783 42.0 N 15.6 U 0.730<br />
1.6 RHS 1.63 79.2 F 83.9 1.27 0.582 34.2 N 13.1 U 0.619<br />
Notes : 1. φ = 0.9<br />
2. N t = A g f y indicated by suffix Y (Clause 7.2 of AS 4100)<br />
N t = 0.85 A g f u indicated by suffix F (Clause 7.2 of AS 4100)<br />
3. N s = k f A g f y (Clause 6.2.1 of AS 4100)<br />
4. M s = f y Z e (Clause 5.2.1 of AS 4100)<br />
5. M z = 0.6 f y C (See Section D3.2.5)<br />
6. U = approximately uniform shear stress distribution. Design shear capacity calculated in accordance with clause 5.11.4 of AS 4100.<br />
V v = V u = V w = 0.6 f y A w<br />
N = non-uniform shear stress distribution. Design shear capacity calculated in accordance with clause 5.11.3 of AS 4100.<br />
V v = 2V u / (0.9 + (f * vm / f * va )) ≤ V u<br />
B = shear bulckling failure mode. Design shear capacity calculated in accordance with clause 5.11.5 of AS 4100.<br />
V v = V b = α v V w ≤ V w<br />
DuraGal DESIGN CAPACITY TABLES<br />
DCTDHS/06<br />
D3-6 for STRUCTURAL STEEL HOLLOW SECTIONS MARCH 2002
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