function [c ,ceq] = column13920Constraints(x)

%pu=3000*1000;

%fck=20;
%fck=25;                   %Characteristic strength of concrete
l=4500;
%value= 0.025;            %(p/fck value from chart no 33,37   SP-16)



%fy=415;                   %Characteristic strength of steel
%fy=500;
%p = fck*value;
Asc =2133 ;  %area of steel calculated from excel sheet.



c= [ %pu/((0.4*fck*x(1)*x(2))+(0.67*fy*(.7853*x(3)^2*x(4))))-1;
    
   (0.8*x(1)*x(2)/100)-(.7853*x(3)^2*x(4));  %constraint for min reinf
   
   (.7853*x(3)^2*x(4))-(6*x(1)*x(2)/100);    %constraint for max reinf
   
  %300-x(1); %if column unsupported length exceeding 4m, the shortest dimension of the column shall not be less than 300mm.
    
   Asc-(.7853*x(3)^2*x(4)) ;  %constraint for area of main reinforcement 
   
     (l/x(2))-12;           %slenderness ratio for design as a short column(length/depth<12).
     
     l/x(1)-12;   %  (length/width<12).
     x(3)/4 - x(5);    % dia of ties should not be less than 1/4th of largest dia of longitudinal bar
     
     %IS 13920 : 1993 guide lines.
    
   0.4-(x(1)/x(2)); %b/d should not be less than 0.4.
    
    75-x(6);  %special confining reinf case
    
    x(6)-100;  %special confining reinf case
  
    
    x(7)-(x(1)/2)   %spacing of transverse reinforcement shall not be more than half the least lateral dimension(width) of the column.(IS13920)
    
    ];
ceq=[ ];








