someting is wrong but ı didnt find it

clear,clc
E=200*10^3;

A=100;
L1=1000 ; % for element  1,2,3,5,6,8,9,10
L2=1414.21;% for element 4,7
l(1)=1;
m(1)=0;
l(2)=1;
m(2)=0;
l(3)=0;
m(3)=1;
l(4)=0.514;
m(4)=0.857;
l(5)=0;
m(5)=1;
l(6)=0;
m(6)=1;
l(7)=0.514;
m(7)=0.857;
l(8)=1;
m(8)=0;
l(9)=0;
m(9)=1;
l(10)=1;
m(10)=0;
for i=1:10
  K(i)=(E*A/L1)*[l(i)^2, l(i)*m(i), -l(i)^2,  -l(i)*m(i);
           l(i)*m(i),  m(i)^2,  -l(i)*m(i),  -m(i)^2;
          -l(i)^2,  -l(i)*m(i), -l(i)^2,   l(i)*m(i);
          -l(i)*m(i),  -m(i)^2,  l(i)*m(i),   m(i)^2];
end
for i=1:2
  K(i)=(E*A/L2)*[l(3*i+1)^2  l(3*i+1)*m(3*i+1)  -l(3*i+1)^2  -l(3*i+1)*m(3*i+1);
           l(3*i+1)*m(3*i+1)  m(3*i+1)^2  -l(3*i+1)*m(3*i+1)  -m(3*i+1)^2;
          -l(3*i+1)^2  -l(3*i+1)*m(3*i+1) -l(3*i+1)^2   l(3*i+1)*m(3*i+1);
          -l(3*i+1)*m(3*i+1)  -m(3*i+1)^2  l(3*i+1)*m(3*i+1)   m(3*i+1)^2];
end

Answer 1

[Roger Stafford]

You are expecting the array K to have elements which are themselves arrays. Matlab doesn't like that. Moreover you don't have left brackets to match the right brackets.

Answer 2

[Image Analyst]

It looks like you're trying to set a single element of K, K(i), equal to a whole 4 by 4 array - you can't do that because K(i) can be only a single number. You can make K a cell array and do that, but not if it's just a regular numerical array.

K{i} = ......

See FAQ on cell arrays if you want to use them: http://matlab.wikia.com/wiki/FAQ#What_is_a_cell_array.3F

[Image Analyst]

OK (your answer below) - did that fix it? I wonder why you go from 1-10 in the first loop and then overwrite elements 1 and 2 in the second loop. Why not start the first loop at 3 and put it after the other loop?

Answer 3

[tony karamp]

Do this:

 clear,clc
E=200*10^3;

 A=100;
L1=1000 ; % for element  1,2,3,5,6,8,9,10
L2=1414.21;% for element 4,7
l(1)=1;
m(1)=0;
l(2)=1;
m(2)=0;
l(3)=0;
m(3)=1;
l(4)=0.514;
m(4)=0.857;
l(5)=0;
m(5)=1;
l(6)=0;
m(6)=1;
l(7)=0.514;
m(7)=0.857;
l(8)=1;
m(8)=0;
l(9)=0;
m(9)=1;
l(10)=1;
m(10)=0;
for i=1:10
  K{i}=(E*A/L1)*[l(i)^2, l(i)*m(i), -l(i)^2,  -l(i)*m(i);
           l(i)*m(i),  m(i)^2,  -l(i)*m(i),  -m(i)^2;
          -l(i)^2,  -l(i)*m(i), -l(i)^2,   l(i)*m(i);
          -l(i)*m(i),  -m(i)^2,  l(i)*m(i),   m(i)^2];
end
for i=1:2
  K{i}=(E*A/L2)*[l(3*i+1)^2  l(3*i+1)*m(3*i+1)  -l(3*i+1)^2  -l(3*i+1)*m(3*i+1);
           l(3*i+1)*m(3*i+1)  m(3*i+1)^2  -l(3*i+1)*m(3*i+1)  -m(3*i+1)^2;
          -l(3*i+1)^2  -l(3*i+1)*m(3*i+1) -l(3*i+1)^2   l(3*i+1)*m(3*i+1);
          -l(3*i+1)*m(3*i+1)  -m(3*i+1)^2  l(3*i+1)*m(3*i+1)   m(3*i+1)^2];
end

Answer 4

[Sean de Wolski]

Using a cell array for a stiffness matrix is a bad idea. You will eventually need to build the entire global stiffness matrix in order to solve it so you might as well do this right away. Locate where each element belongs in the global matrix and stick it in there based on the index (from coordinates, and connectivities, etc.). Here is an example GUI I wrote to solve for a simply supported beam:

function beam_deflection
%GUI that allows you to apply a load to a simply supported beam with sliders
%
%No inputs
%No outputs
%

%
%   Copyright 2013 The MathWorks, Inc. 
%

      %Build figure:
      bgc = [0.8 0.8 0.8]; %Background color
      %Figure and axes
      hfig = figure('units','pix','position',[500 500 500 400],'color',bgc,...
          'menubar','none','numbertitle','off','name','Simply Supported Beam Deflection Under Point Load',...
          'resize','off');
      movegui(hfig,'center');
      axes('parent',hfig,'units','pix','outerposition',[50 50 400 300],...
          'xtick',[],'ytick',[],'xcolor',bgc,'ycolor',bgc,'xlim',[-1 11],'ylim',[-5 5]);

      %Components
      hS = zeros(3,1);
      hS(1) = uicontrol('style','slider','units','pix','position',[115 340 289 20],...
          'min',0,'max',180,'value',90);
      hS(2) = uicontrol('style','slider','units','pix','position',[80 90 20 230],...
          'min',-5,'max',5,'value',2);
      hS(3) = uicontrol('style','slider','units','pix','position',[115 50 289 20],...
          'min',-0.5,'max',10.5,'value',5,'sliderstep',[0.1 0.1]);
      line('xdata',0,'ydata',-0.35,'marker','o','markersize',10,'markerfacecolor','b',...
          'markeredgecolor','b')
      line('xdata',10,'ydata',-0.35,'marker','^','markersize',10,'markerfacecolor','r',...
          'markeredgecolor','r')
      hBeam = line('xdata',linspace(-0.5,10.5,101),'ydata',zeros(1,101),'linewidth',3);
      uicontrol('style','text','units','pix','position',[130 10 260 30],'fontsize',14,...
          'string','Point Load Position','backgroundcolor',bgc);
      uicontrol('style','text','units','pix','position',[130 360 260 30],'fontsize',14,...
          'string','Point Load Angle','backgroundcolor',bgc);
      uicontrol('style','text','units','pix','position',[10 190 60 30],'fontsize',14,...
          'string','Force','backgroundcolor',bgc);
      hArrow = line('xdata',[5 5],'ydata',[0.7 0],'linewidth',1.5,'color','b');

      %Handles structure and control
      handles = struct('hS',hS,'hBeam',hBeam,'hArrow',hArrow);
      set(hS,'callback',{@ctrl, handles})
      ctrl([],[],handles);

end
function ctrl(~,~,handles)
    %Drives
    [force, position, ang] = getFPA(handles.hS); %force position and angle
    the_beam = linspace(-0.5,10.5,101);
    [~,idx] = min(abs(the_beam-position)); %where are we?
    U = solveit(force,ang,idx); %solve for deflection
    %Apply changes
    set(handles.hBeam,'ydata',U(2:3:end)); 
    set(handles.hBeam,'xdata',U(1:3:end)'+the_beam)
    set(handles.hArrow,'ydata',[force*cosd(ang),U(idx*3-1)]);
    set(handles.hArrow,'xdata',[position+force*sind(ang),position(1)]);
end
function [force, position, ang] = getFPA(hS)
    %Get force position and angle
    force    = get(hS(2),'value');      %
    position = get(hS(3),'value');      %value of position
    ang      = get(hS(1),'value') - 90; %default is 90
end
function U = solveit(force,ang,idx)
    %Solver
    F = zeros(303,1); %force [u v theta]
    idx = 3*idx; %index of point load
    F(idx-2) = -force*sind(ang); %force components
    F(idx-1) = -force*cosd(ang);

      K = zeros(303); %stiffness matrix preallocate
      E = 29000;  %ksi
      L = 0.11*12; %element length 
      EAL = E*1.5*L;
      I = 3.4;
      %element matrix
      kel = [EAL 0 0 -EAL 0 0;
          0 12*E*I/(L^3) 6*E*I/(L^2) 0 -12*E*I/(L^3) 6*E*I/(L^2);
          0 0 4*E*I/L 0 -6*E*I/(L^2) 2*E*I/L;
          0 0 0 EAL 0 0;
          0 0 0 0 12*E*I/(L^3) -6*E*I/(L^2);
          0 0 0 0 0 4*E*I/L];
      kel = kel+triu(kel,1)';
      %fill in k
      for ii = 1:100
          idx = (ii*3-2):(ii*3-2)+5;
          K(idx,idx) = K(idx,idx) + kel;
      end
      %Apply boundary conditions
      K([16 17 end-16],:) = 0;
      K(:,[16 17 end-16]) = 0;
      K(16,16) = 1;
      K(17,17) = 1;
      K(end-16,end-16) = 1;

      %solve U
      U = K\F; 
  end

[omer]

ı know but this question is my homework, ı have to solve by this way

[tony karamp]

can't he just use the cell array and then do a "cell2mat" ?

[Sean de Wolski]

@Tony, No. Though this might not error, it will not create the stiffness matrix he wants which requires various stiffnesses to be added at specific nodes (coordinates). cell2mat will blindly create a matrix that does not contain this information.