input-woolshed

有限元程序

/* 
 *  =====================================================================
 *  Structural Analysis of moment-resistant frame.
 * 
 *  Written By: Mark Austin                                 February 1998
 *  =====================================================================
 */ 

/* Setup problem specific parameters */

   NDimension         = 2;
   NDofPerNode        = 3;
   MaxNodesPerElement = 2;

   StartMesh();

/* Generate line of nodes */

   node = 1;
   AddNode( node, [  0 m,  0 m ] );
   node = 2;
   AddNode( node, [  0 m, 10 m ] );
   node = 3;
   AddNode( node, [  8 m, 13 m ] );
   node = 4;
   AddNode( node, [ 12 m, 13 m ] );
   node = 5;
   AddNode( node, [ 20 m, 10 m ] );
   node = 6;
   AddNode( node, [ 20 m,  5 m ] );

/* Attach beam elements to nodes */

   elmtno = 0;
   for ( ii = 1; ii <= 5 ; ii = ii + 1 ) {
       elmtno = elmtno + 1;
       AddElmt( elmtno, [ elmtno , elmtno + 1 ], "mrfelmt");
   }

/* Define section and material properties */

   ElementAttr("mrfelmt") { type     = "FRAME_2D";
                            section  = "mrfsection";
                            material = "mrfmaterial";
                           }

   SectionAttr("mrfsection") { Izz       = 6.60e8 mm^4;
                               Iyy       = 6.60e8 mm^4;
                               area      = 4.26e4 mm^2;
                             }

   MaterialAttr("mrfmaterial") { poisson = 0.25;
                                 yield   = 275 MPa;
                                 E       = 200 GPa;
                               }

/* Apply full-fixity to columns at foundation level */

   nodeno = 1;
   FixNode( nodeno, [ 1, 1, 1 ]);
   nodeno = 6;
   FixNode( nodeno, [ 1, 1, 1 ]);

/* Apply external forces */

   nodeno = 2;
   NodeLoad( nodeno, [ 5 kN, -4 kN, 0.0 N*m ]); 
   nodeno = 3;
   NodeLoad( nodeno, [ 0 kN, -8 kN, 0.0 N*m ]); 
   nodeno = 4;
   NodeLoad( nodeno, [ 0 kN, -8 kN, 0.0 N*m ]); 
   nodeno = 5;
   NodeLoad( nodeno, [ 0 kN, -4 kN, 0.0 N*m ]); 

/* Compile and Print Finite Element Mesh */

   EndMesh();
   PrintMesh();

/* Form global stiffness and external load matrices */

   stiff = Stiff();
   eload = ExternalLoad();

/* Compute and print displacements and element actions */

   displ = Solve(stiff, eload);

   PrintDispl(displ);
   PrintStress(displ);

/* Retrieve and print support reactions at node 1 */

   actions = GetStress( [1], displ);
   PrintMatrix(actions);

   print "\n";
   print "Left-hand Support Reactions\n";
   print "===========================\n\n";

   print "  Vertical Reaction = ",  actions[1][3]   (kN), "\n";
   print "Horizontal Reaction = ", -actions[1][4]   (kN), "\n";
   print "    Moment Reaction = ",  actions[1][5] (kN*m), "\n";

/* Retrieve and print support reactions at node 5 */

   actions = GetStress( [5], displ);

   print "\n";
   print "Right-hand Support Reactions\n";
   print "============================\n\n";

   print "  Vertical Reaction = ", -actions[2][3]   (kN), "\n";
   print "Horizontal Reaction = ",  actions[2][4]   (kN), "\n";
   print "    Moment Reaction = ",  actions[2][5] (kN*m), "\n";

   quit;