Static Values 2
In the tables the static values of steel cross-sections do not tell the amount of tension and deflection. EP-calculation differs from other strength calculation in table columns 2 and 3 which make the calculation method exceptional.
1. 2. 3. 4. 5. 6. 7. 8. 9.
L σt Ix Wx Iy Wy A
Profile cm kN/cm2 cm4 cm3 cm4 cm3 kg/m cm2
HEB100 518 2.2 450 90 167 33.5 20.4 26
1. HEB120 644 2.1 864 144 318 52.9 26.7 34
HEB140 761 2 1510 216 550 78.5 33.7 43
2. HEB160 868 2 2490 311 889 111 42.6 54.3
HEB180 968 2 3830 426 1360 151 51.2 65.3
3. HEB200 1062 2 5700 570 2000 200 61.3 78.1
HEB220 1150 2 8090 736 2840 258 71.5 91
4. HEB240 1235 2 11260 938 3920 327 83.2 106
HEB260 1316 2 14920 1150 5130 395 93 118
HEB280 1394 2 19270 1380 6590 471 103 131
HEB300 1468 2.1 25170 1680 8560 571 117 149
5. HEB320 1534 2.1 30820 1930 9240 616 127 161
Deflection / Length ratio 1:1000
Bending case 1
Concentrated load 1 kN
The arrow images the load of 1 kN (100 kg). For example HEB260 has bending of 1316 cm / 1000 = 1,316 cm. The span is 1316 cm (13.16 m) and the bending stress 2.0 kN/cm2. Weight of the girder is 93 kg/m x 13,16 m = 1224 kg. The calculation needs the data of the HEB100 cross-section and the other cross-sections are known.
(1.255 x 518 cm) / 1.03 = 1534 cm
1.03 = Fatique factor
24.8.2012*18:00 (43919 - 799)
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