Ma=20-7315=26325州 10 This value of the applied bending moment is an average value between fixed and hinged end supports. Assuming ductile failure of the cross section: 5-音=0256→Type I fatbre 0,8bxfea(d-0,4x)=Mga 2 Msa I estimate the maximum moment in the position of the tensile steel 1 570mm=d≥ 0,8b1-0,45万 =126,14mm→Verified All the beams will be 30cm x 60cm Columns As far as the Italian Code is concerned,let gk =5.5 kN/m2 and qk=2.5 kN/m2.The concrete that has been used is(for the Italian code)C28/35,for which: a=袋=08s-1587w Ye Where: :Reduction factor that takes into account the resistance reduction due to long-term effects; Y:Reduction coefficient; fe:Concrete design strength. The load combination for dead and live load,using the Euro Codes(Yc=1.35 and Yo=1.5): q=YG19x+Yoqx 11.175 kN/m2 After that,I evaluate the load for the three different column I want to predesign(central column border column,corner column);since the influence area is different,I have: V%x6=Vcentral=11.175*6*6=402.3kW V6x3=Vporder=11.175*6*3=201.15kW V33=omer=11.175*3*3=100.58kW The formula given by the Italian Code is as followsThis value of the applied bending moment is an average value between fixed and hinged end supports. Assuming ductile failure of the cross section: I estimate the maximum moment in the position of the tensile steel. All the beams will be Columns As far as the Italian Code is concerned, let and . The concrete that has been used is (for the Italian code) C28/35, for which: Where: : Reduction factor that takes into account the resistance reduction due to long-term effects; : Reduction coefficient; : Concrete design strength. The load combination for dead and live load, using the Euro Codes ( and ): After that, I evaluate the load for the three different column I want to predesign (central column, border column, corner column); since the influence area is different, I have: The formula given by the Italian Code is as follows: