Flush joist of rolled steel section. HE 220B and CLT

[shpata]

Hey guys. Im looking into this type of connection (see picture below). my question is this: how do i determine the capacity of the beam, and especially in local critical points. Note, that the load width on both sides of the beam are not the same. I appreciate any answers!





For now im only focusing on loads that come from the CLT itself. Dead load, own weight.

 

[jayrod12]

Details A and C don't appear to brace the top flange appreciably. Detail B, if the notches are cut tight does. Especially if you drill periodic holes along the length and put some screws into the CLT below.

If you have a way to brace the top flange of the beam, the design of it would be no different than any other beam in my mind.

 

[shpata]

Details A and C don't appear to brace the top flange appreciably. Detail B, if the notches are cut tight does. Especially if you drill periodic holes along the length and put some screws into the CLT below.

If you have a way to brace the top flange of the beam, the design of it would be no different than any other beam in my mind.

Thanks so much for the reply, i see you are from canada so im not sure if the same codes and standards apply here in Norway but would it be possible to show me how you exactly you would go about designing it? S355, HE 220B. As an example V_d1 = 10 kN ; Vd_2 = 15 kN and that the area above is supposed to be used as an office: 2,5 kN/m. any other details you could assume.

Thanks again from a struggling student