code for fem -constrained bar

I was trying to write a code for a horizontal two step bar constrained at both ends to determine its deflection at the three nodes and reactionary forces at the ends.At node 2 an axial force of 2kN is applied.I am clueless how to go about writing the code.Everytime I run it an error pops up.Can somebody guide me

% static analysis
%material properties

E=[70e9,200e9];

%Geometry
L=700e-3;
A=[2400e-6,600e-6];
q0=0;
%Element mesh
 
ne=2;			%no.of elements
nn=3;			%no.of nodes
dof=1;			%degrees of freedom per node
tdof=dof*nn;		% total degree of freedom
le=[300e-3,400e-3];	%length of elements

% Initialization of Global Matrices

KG=zeros(tdof,tdof);	%global stiffness matrix
FG = zeros(tdof,1); % global load vector




%assembly of global matrices

for i= 1:ne

	Ke(i)=(E(i)*A(i)/le(i))*[1 -1;-1 1]; % element stiffness matrix
	
	Fe=(q0*le(i)/2)*[1;1];  		  % element load vector for udl
for j=1:2
for k=1:2
   
KG(CONN(i,j),CONN(i,k))= KG(CONN(i,j),CONN(i,k))+Ke(i);

end
FG(CONN(i,j),1)= FG(CONN(i,j),1)+Fe(i,j);
end
end
CONN=[1 2;2 3];
KG(1,:)=0;
KG(:,1)=0;
KG(1,1)=1;
KG(3,:)=0;
KG(:,3)=0;
KG(3,3)=0;
FG(3,1)=0;



For m=[1,3];
	KG(m,:)=0;
	KG(:,m)=0;
	KG(m,m)=1;
	FG(m,1)=0;
End
UG=linsolve(KG,FG);

[darova]

What does it mean?

[Syed Haque]

constrained nodes where deflection is zero

[darova]

This instruction doesn't work (somehow)

Did it work for you?

[Syed Haque]

no and I am looking for clues in this forum

[darova]

These two statements look familiar for me

What do you think?

[Syed Haque]

The first one is for element stiffness matrix

and second is reduced or condensed global stiffness matrix after imposition of boundary conditions