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And, finally here is the simplest relation between fracture energy and the compressive strength of concrete, you were probably looking for. See the attached image.

If you don't have any support at the end of drop zone then the slabs should be designed as cantilever (but do provide bottom reinforcement too). For simplicity, you can consider one slab resting on another. This design approach addresses questions related to both figures. Thanks.

Knowing Autocad as an Engineer is an extra asset. You shouldn't be paying for the certification.

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Following link, from fib bulletin 70, gives a relation between fracture energy and compressive strength of normal weight concrete: https://books.google.com.pk/books?id=zArcAwAAQBAJ&pg=PA18&lpg=PA18&dq=relation+between+Fracture+Energy+and+compressive+strength+of+Concrete&source=bl&ots=8mC5UGh1Pz&sig=YDt2HkAYeVFHW-VLLZeipmnKu5U&hl=en&sa=X&redir_esc=y#v=onepage&q=relation%20between%20Fracture%20Energy%20and%20compressive%20strength%20of%20Concrete&f=false This relation also requires 'maximum size of aggregate', for which you can assume a suitable value, keeping in view common practice of the area / locality, your concrete belongs to. Regards.

Dear Engr. Waqas, I dont think 2" expansion joint will be sufficient for a building in seismic zone 3. But other things do matter as well for example; how many stories? etc In ASCE/UBC/Australian codes, seismic separation should be SRSS of inelastic displacements. that is delta = [ (inelastic detla of building 1)² + (inleastic delta of building 2)² ] ^ 0.5 Remember that these delta values should be at the same level. For example if a building is 9 story high and adjacent building 3 story high. You have to calculate expansion joint at level 3 of both buildings. Ofcourse you need to check expansion joints at all other stories too (Level 2, Level 1 and basements) if displacement on those levels is more than level 3 (due to high seismic weights or anything). Please also remember that usually in softwares you consider X or -X directions for seismic analysis (and Y / -Y) take the max from X and -X and multiply it with Cd/I (for ASCE) or 0.7R (for UBC) to calculate seismic movement of that building. Do this for the second building and then SRSS will give you final value. HTH