Tab1: Overview of the range and characteristic values of I-OSB™ beams for design according to EC5
I-OSB™ beams with web thickness t = 10 mm:
| Order number | Beam designation | Flange b x h [mm |
Height H [mm] |
Characteristic moment My,k* [kNm] |
Bending stiffness EIy,mean [Nmm2x109] |
Characteristic shear Vk* [kN] |
Shear stiffness GAy,mean [MN] |
|---|---|---|---|---|---|---|---|
| 11005816 | I-OSB 10 58/160 | 58 x 45 | 160 | 4.22 | 195 | 5.03 | 0.76 |
| 11005820 | I-OSB 10 58/200 | 200 | 5.60 | 348 | 6.67 | 1.19 | |
| 11005824 | I-OSB 10 58/240 | 240 | 7.03 | 550 | 8.37 | 1.62 | |
| 11005830 | I-OSB 10 58/300 | 300 | 9.24 | 946 | 11.00 | 2.27 | |
| 11005835 | I-OSB 10 58/350 | 350 | 11.14 | 1365 | 13.26 | 2.81 | |
| 11005840 | I-OSB 10 58/400 | 400 | 13.08 | 1868 | 15.58 | 3.35 | |
| 11005845 | I-OSB 10 58/450 | 450 | 15.07 | 2459 | 17.94 | 3.89 | |
| 11005850 | I-OSB 10 58/500 | 500 | 17.10 | 3141 | 20.36 | 4.43 | |
| 11005855 | I-OSB 10 58/550 | 550 | 19.18 | 3917 | 22.83 | 4.97 | |
| 11008916 | I-OSB 10 89/160 | 89 x 45 | 160 | 6.58 | 302 | 4.96 | 0.76 |
| 11008920 | I-OSB 10 89/200 | 200 | 8.72 | 538 | 6.56 | 1.19 | |
| 11008924 | I-OSB 10 89/240 | 240 | 10.91 | 847 | 8.21 | 1.62 | |
| 11008930 | I-OSB 10 89/300 | 300 | 14.28 | 1450 | 10.75 | 2.27 | |
| 11008935 | I-OSB 10 89/350 | 350 | 17.14 | 2084 | 12.91 | 2.81 | |
| 11008940 | I-OSB 10 89/400 | 400 | 20.06 | 2840 | 15.10 | 3.35 | |
| 11008945 | I-OSB 10 89/450 | 450 | 23.02 | 3723 | 17.33 | 3.89 | |
| 11008950 | I-OSB 10 89/500 | 500 | 26.02 | 4735 | 19.59 | 4.43 | |
| 11008955 | I-OSB 10 89/550 | 550 | 29.07 | 5879 | 21.89 | 4.97 |
* The design value of the load-bearing capacity is calculatedasXd=kmod*Xk/γm (where Xd is the design value, Xk is the characteristic value from the table,kmod is the modification factor, andγm is the partial reliability factor).
The values in Table 1 are calculated based on the ČSN EN 1995-1-1 standard. The static diagram of the beam is a simply supported beam with a continuous load. The characteristic values of the beam's load-bearing capacity in bending and shear for the first limit state are given and apply to beams without openings in the web. Compressed flanges must be secured against transverse buckling at a distance of max. 10 times the flange width. The pressure in the support must be assessed separately.
Tab2: Values of the modification factorkmod
| Duration class Load |
Bending and axial strength | Shear strength | Support strength | |||
|---|---|---|---|---|---|---|
| Class of use 1 | Use class 2 | Use class 1 | Use class 2 | Use class 1 | Use class 2 | |
| Permanent | 0.6 | 0.6 | 0.4 | 0.3 | 0.6 | 0.6 |
| long-term | 0.7 | 0.7 | 0.5 | 0.4 | 0.7 | 0.7 |
| Medium term | 0.8 | 0.8 | 0.7 | 0.55 | 0.8 | 0.8 |
| Short-term | 0.9 | 0.9 | 0.9 | 0.7 | 0.9 | 0.9 |
| immediate | 1.1 | 1.1 | 1.1 | 0.9 | 1.1 | 1.1 |
The partial reliability factorγm is equal to 1.2 for the web (shear strength) and 1.3 for the flanges (bending strength and support strength).
Table 3: Support reactions
| Characteristics of support reaction [kN] | ||||
|---|---|---|---|---|
| Beam TYPE | Beam width b [mm] |
Length of end support | ||
| 45 mm | 60 mm | 90 | ||
| I-OSB™ 58/45 | 58 | 11.8 | 14.5 | 19.9 |
| I-OSB™ 89/45 | 89 | 12.5 | 16.7 | 25.0 |
STAYS
It is necessary to reinforce the web of beams, especially at the point of local loads, edge or center supports in continuous beams. It is also necessary to reinforce the web when using stirrups that do not overlap the upper flange of the beams from the side. To reinforce the web, maintain a gap of at least 5 mm between the upper and lower flanges according to the following principles:
- end support – reinforcement adjacent to the bottom flange of the beam
- support length 45–60–90 mm
- recommended length of end support 60 mm
- center support – reinforcement adjacent to the bottom flange of the beam – support length 90 mm
- concentrated load in the middle of the field – brace adjacent to the upper flange of the beam
