This project is a floor (thick 18cm and continious spans of 4m on a beam and column grid) with upper and lower reinforcement
The floor and beams needs to be checked for new "heavier" machines compared to the current ones.
The total surface is 72m x 40m. The part for the new machines is +- 24m x 20m. (5 spans of 4m)
The only known thing is R'wk >= 28 N/mm² and the reinforcement. Only main reinfrocement in one direction (4m span) and a minimum reinforcement in the second direction.
If the concrete strength isn't sure, I can take test samples.
How many test samples would be representative for a 24m x 20m zone?
Can someone make an egsample of RC slab thats 6,00x8,00m in plan.
18cm thick, C25/30.
Continous pinned support only at two opposite end , that would be at 0m line and 8 m line.
RC beam 30x50cm goind from the middle of the slab to the opposite end. (coordinates of the beam would be 3,00m, 0,00m and 3,00m, 8,00m
Loads: No self weight, just surface load of 10kN/m2
The question is how to model this RC beam BUT as a beam that wont behave as an T beam.
We could say that this beam is added later in time, cast under the egsisitnig slab, so theres no interaction between the beam and slab regarding Nx and Ny forces that would create an effective width of T section.
A couple of reasons... thicker material cools more slowly and the steel normalises a little and also thinner material has a greater distortion in rolling and is 'cold worked' a little more. There may be other reasons, and someone with a metallurgical background can fill in the blanks.
Again, I'm not really sure of your situation, but above I've tried to clear up the basis for the design of bracing members for restraint for the situations presented in the EC codes of practice.