feeling uneasy about steel beam 1

[mats12]

Steel beam is HEB 300, span is 8 m,
There are timber beams on top of steel beam (cca 1,30 m spacing between them),
There will be live load on a roof (3 kN/m2),

I think I should weld vertical steel plates between flanges to make a beam more stiff - below every timber beam on bot sides of steel web.

Deflection is cca 1,5 cm, but i feel kinda uneasy about the whole thing. 8 m seems a lot.
Does vertical steel plates lower deflection of a beam too? or is their main function to prevent beam from turning over and for vertical reinforcement of the beam web?

Stresses in the beam are OK so bearing capacities are alright.

Is there anything I should be careful about.

 

[XR250]

Your biggest issue is torsion on the beam due to the eccentric load. Can you add some length to your timber members so they bear the full width of the beam? Vertical stiffeners do not help deflection and are likely not needed. FYI, your shear and bending moment diagrams are upside down.

 

[mats12]

Can you add some length to your timber members so they bear the full width of the beam?

Yes, I will do that. As far as deflection vibration goes... is this system alright?

 

[XR250]

I don't know what "cca" deflection means but if the total load deflection is 1.5 cm (L/533) then you should be fine for most cases.
You might want to get your supervisor to review your final design.

 

[JGard1985]

Understand stresses and deflection are acceptable.

Without switching to english units, have you checked for Lateral Torsional Buckling Failures? This could govern in long span, slender beams

Are your steel beam supports and timber connections sufficient to prevent the compression flange from buckling. This failure mode in I-beams can govern before reaching yield/plastic moment capacity.

Jeff
Pipe Stress Analysis Engineer

http://www.xceed-eng.com