Merge pull request #13 from CALFEM/develop

Minor beam / bar update and manual update.

fem/bar1e.m

@@ -13,7 +13,7 @@
 %
 %              eq = [qx]              distributed load (local direction)
 %            
-%    OUTPUT:   Ke : beam stiffness matrix (2 x 2)
+%    OUTPUT:   Ke : bar stiffness matrix (2 x 2)
 %
 %              fe : element load vector (2 x 1)
 %-------------------------------------------------------------------------

fem/bar2gs.m

@@ -1,10 +1,10 @@
- function [es,QX,edi,eci]=bar2gs(ex,ey,ep,ed)
+function [es,QX,edi,eci]=bar2gs(ex,ey,ep,ed,n)
 % [es,QX]=bar2gs(ex,ey,ep,ed)
 % [es,QX,edi]=bar2gs(ex,ey,ep,ed,n)
 % [es,QX,edi,eci]=bar2gs(ex,ey,ep,ed,n)
 %-------------------------------------------------------------------------
 %    PURPOSE
-%      Calculate section forces in a two dimensional bar element (bar2e).
+%      Calculate section forces in a two dimensional bar element (bar2ge).
 % 
 %    INPUT:  ex = [x1 x2]           element node coordinates 
 %            ey = [y1 y2]           

fem/bar2s.m

@@ -20,14 +20,15 @@
 %
 %            n:                     number of evaluation points ( default=2 )
 %          
-%    OUTPUT: es = [N1;
-%                  N2 ]             section forces, local directions
+%    OUTPUT: es = [N1 ;             section forces, local directions
+%                  N2 ;
+%                  ...]              
 %
 %            edi = [ u1 ;           element displacements, local directions,
 %                    u2 ;           in n points along the bar, dim(es)= n x 1
 %                   ...]    
 %
-%            eci = [ x1  ;      local x-coordinates of the evaluation 
+%            eci = [ x1 ;      local x-coordinates of the evaluation 
 %                    x2 ;       points, (x1=0 and xn=L)
 %                    ...]
 % -------------------------------------------------------------------------

fem/bar3s.m

@@ -33,7 +33,7 @@
 %
 %-------------------------------------------------------------
 
-% LAST MODIFIED: O. Dahlblom    2021-09-01
+% LAST MODIFIED: O. Dahlblom    2022-11-21
 % Copyright (c)  Division of Structural Mechanics and
 %                Division of Solid Mechanics.
 %                Lund University
@@ -53,7 +53,7 @@
 
   dx=ex(2)-ex(1);
   dy=ey(2)-ey(1);
-  dy=ez(2)-ez(1);
+  dz=ez(2)-ez(1);
   L=sqrt(dx*dx+dy*dy+dz*dz);
 % b=[ ex(2)-ex(1); ey(2)-ey(1); ez(2)-ez(1) ];
 % L=sqrt(b'*b);

fem/beam1ws.m

@@ -5,7 +5,8 @@
 % [es,edi,eci]=beam1ws(ex,ep,ed,eq,n)
 %---------------------------------------------------------------------
 %    PURPOSE
-%      Compute section forces in two dimensional beam element (beam2e). 
+%      Compute section forces in one dimensional beam element 
+%      on elastic foundation (beam1we). 
 % 
 %    INPUT:  ex = [x1 x2]     element node coordinates
 %

fem/beam2gxs.m

@@ -106,10 +106,10 @@
      d2v=[zero zero -k^2*cos(k.*X) -k^2*sin(k.*X)]*C2a;
      d3v=[zero zero k^3*sin(k.*X) -k^3*cos(k.*X)]*C2a;
       if DEI~=0;
-         v=v+qY*L^4/(2*DEI)*((1+cos(kL))/(kL^3*sin(kL))*(-1+cos(k.*X))+sin(k.*X)/kL^3+X.*(-1+X./L)/(kL^2*L))
-         dv=dv+qY*L^3/(2*DEI)*((1+cos(kL))/(kL^2*sin(kL))*(-sin(k.*X))+cos(k.*X)/kL^2+(-1+2*X./L)/kL^2)
-         d2v=d2v+qY*L^2/(2*DEI)*((1+cos(kL))/(kL*sin(kL))*(-cos(k.*X))-sin(k.*X)/kL+2/(kL^2)) 
-         d3v=d3v+qY*L/(2*DEI)*((1+cos(kL))/sin(kL)*(sin(k.*X))-cos(k.*X))
+         v=v+qY*L^4/(2*DEI)*((1+cos(kL))/(kL^3*sin(kL))*(-1+cos(k.*X))+sin(k.*X)/kL^3+X.*(-1+X./L)/(kL^2*L));
+         dv=dv+qY*L^3/(2*DEI)*((1+cos(kL))/(kL^2*sin(kL))*(-sin(k.*X))+cos(k.*X)/kL^2+(-1+2*X./L)/kL^2);
+         d2v=d2v+qY*L^2/(2*DEI)*((1+cos(kL))/(kL*sin(kL))*(-cos(k.*X))-sin(k.*X)/kL+2/(kL^2)); 
+         d3v=d3v+qY*L/(2*DEI)*((1+cos(kL))/sin(kL)*(sin(k.*X))-cos(k.*X));
       end;
   elseif QX>eps*DEI/L^2
      k=sqrt(QX/DEI);
@@ -125,10 +125,10 @@
      d2v=[zero zero k^2*cosh(k.*X) k^2*sinh(k.*X)]*C2a;
      d3v=[zero zero k^3*sinh(k.*X) k^3*cosh(k.*X)]*C2a;
       if DEI~=0;
-         v=v+qY*L^4/(2*DEI)*((1+cosh(kL))/(kL^3*sinh(kL))*(-1+cosh(k.*X))-sinh(k.*X)/kL^3+X.*(1-X./L)/(kL^2*L))
-         dv=dv+qY*L^3/(2*DEI)*((1+cosh(kL))/(kL^2*sinh(kL))*(sinh(k.*X))-cosh(k.*X)/kL^2+(1-2*X./L)/kL^2)
-         d2v=d2v+qY*L^2/(2*DEI)*((1+cosh(kL))/(kL*sinh(kL))*(cosh(k.*X))-sinh(k.*X)/kL-2/(kL^2)) 
-         d3v=d3v+qY*L/(2*DEI)*((1+cosh(kL))/sinh(kL)*(sinh(k.*X))-cosh(k.*X))
+         v=v+qY*L^4/(2*DEI)*((1+cosh(kL))/(kL^3*sinh(kL))*(-1+cosh(k.*X))-sinh(k.*X)/kL^3+X.*(1-X./L)/(kL^2*L));
+         dv=dv+qY*L^3/(2*DEI)*((1+cosh(kL))/(kL^2*sinh(kL))*(sinh(k.*X))-cosh(k.*X)/kL^2+(1-2*X./L)/kL^2);
+         d2v=d2v+qY*L^2/(2*DEI)*((1+cosh(kL))/(kL*sinh(kL))*(cosh(k.*X))-sinh(k.*X)/kL-2/(kL^2)); 
+         d3v=d3v+qY*L/(2*DEI)*((1+cosh(kL))/sinh(kL)*(sinh(k.*X))-cosh(k.*X));
       end;
   else
      C2=[1       0       0          0;
@@ -153,6 +153,6 @@
   N=QX+dv.*V;
   es=[N V M];
   edi=[u v];
-  eci=X
+  eci=X;
   %--------------------------------- end -------------------------------------
 

fem/beam2ws.m

@@ -22,6 +22,8 @@
 %
 %            eq = [qX qY]           distributed loads, local directions
 %          
+%            n : number of evaluation points ( default=2 )
+%          
 %    OUTPUT: es = [ N1 V1 M1 ;  section forces, local directions, in 
 %                   N2 V2 M2 ;  n points along the beam, dim(es)= n x 3
 %                   .........]  
@@ -36,7 +38,7 @@
 %
 % -------------------------------------------------------------------------
 
-% LAST MODIFIED: O Dahlblom 2022-05-30
+% LAST MODIFIED: O Dahlblom 2022-09-30
 % Copyright (c)  Division of Structural Mechanics and
 %                Division of Solid Mechanics.
 %                Lund University
@@ -68,7 +70,7 @@
       0    0    0   nxY  nyY  0;
       0    0    0    0    0   1];
 
-  edl=G*ed'
+  edl=G*ed';
 
   a1=[edl(1); edl(4)];
   C1=[1 0;-1/L 1/L];