With the caveat that it went very quickly, I calculated 13.8mm, and that with fixed load in both compartments. If the beam supports a floor, the deflection will be somewhat greater since the useful load is a free load and can be in one compartment at a time.
How do you mean? Is it btg floor structure it supports?
No,
it is a concrete beam with window section openings at 2.4 each. Prefab Ytong beams that can handle 12.6 kN/m
U block with HEA beam 100 or stronger if some kind person can calculate it.
It's a 1.5-story house.
Above the beam, cars between floor joists and rafters
Cc400 220 c24
it is a concrete beam with window section openings at 2.4 each. Prefab Ytong beams that can handle 12.6 kN/m
U block with HEA beam 100 or stronger if some kind person can calculate it.
It's a 1.5-story house.
Above the beam, cars between floor joists and rafters
Cc400 220 c24
Please note that "mitt upplag" is not the same as "mittupplag"! Be careful with the spaces even if there is only one reasonable interpretation.
Is it the ultimate load that is 23kN/m? Deflection is calculated in the serviceability limit state, and then the load is less than in the ultimate limit state.
You probably shouldn't count on the concrete contributing anything, as it requires a bit more to get them to cooperate.
You probably shouldn't count on the concrete contributing anything, as it requires a bit more to get them to cooperate.
Ok. Have you received any loads in serviceability limit state? Or perhaps distributed loads from self-weight, live load, and snow?
Unfortunately, it does not provide the correct information. Are only the trusses sitting on the beam? Can you see any support reactions on the drawing?
Unfortunately not. If you calculate that the beam should take all the load, throw in an HEA120 instead. It is almost twice as stiff. Additionally, HEA100 is highly utilized in failure.