Leave a Comment / By admin / April 29, 2021 0.2@(e_y/h_eq&space;)/(e_z/b_eq&space;)=0.23/0.25=0.92>0.2)&space;Uniaxial&space;design&space;is&space;inadmissible.” target=”_blank”>0.2@(e_y/h_eq&space;)/(e_z/b_eq&space;)=0.23/0.25=0.92>0.2)&space;Uniaxial&space;design&space;is&space;inadmissible.” title=”9.4.2.1 Example of Design of Column Section Subjected to Axial Load and Biaxial Bending: Eurocode 2 Method Design the reinforcement for the column section shown in Fig. 9.24 It is subjected to the following actions at ULS:N_Ed=950kN,M_Edy=95kNm,M_Edz=65kNm. N_ED/(bh)=7.92,MEdy/((hb^2 )=1.98,M_Edz/((h^2 ” ” b)=1.81┤┤ The material strengths are f_ck=30MPa for concrete and f_yk=500MPa reinforcement. Assume the cover is 25″ ” mm, links are 8″ ” mm in diameter and main bars are H32 ” giving ” A_s/(bh)=0.27% (a) As information about the height and end conditions of the column are not known, assume equation (5.38a) is satisfied. (b) Check equation (5.38b). â– (e_z=M_Edy/N_Ed=95/950=0.10″ ” m=100″ ” mm@〖” ” b〗_eq=b=400″ ” mm,e_z/b_eq=0.25@e_y=M_Edz/N_Ed=65/950=0.068″ ” m=68″ ” mm@〖” ” h〗_eq=h=300″ ” mm,e_y/h_eq=0.23@(e_z/b_eq )/(e_y/h_eq )=0.25/0.23=1.09>0.2@(e_y/h_eq )/(e_z/b_eq )=0.23/0.25=0.92>0.2) Uniaxial design is inadmissible.” />