Example A: linear static analysis of a 2D truss with support settlement (kips,in) # node data ... 12 # number of nodes #.node x y z r units: inches 1 0.0 0.0 0.0 0.0 2 120.0 0.0 0.0 0.0 3 240.0 0.0 0.0 0.0 4 360.0 0.0 0.0 0.0 5 480.0 0.0 0.0 0.0 6 600.0 0.0 0.0 0.0 7 720.0 0.0 0.0 0.0 8 120.0 120.0 0.0 0.0 9 240.0 120.0 0.0 0.0 10 360.0 120.0 0.0 0.0 11 480.0 120.0 0.0 0.0 12 600.0 120.0 0.0 0.0 # reaction data ... 12 # number of nodes with reactions #.n x y z xx yy zz 1=fixed, 0=free 1 1 1 1 1 1 0 2 0 0 1 1 1 0 3 0 0 1 1 1 0 4 0 0 1 1 1 0 5 0 0 1 1 1 0 6 0 0 1 1 1 0 7 0 1 1 1 1 0 8 1 0 1 1 1 0 9 0 0 1 1 1 0 10 0 0 1 1 1 0 11 0 0 1 1 1 0 12 0 0 1 1 1 0 # frame element data ... 21 # number of frame elements #e n1 n2 Ax Asy Asz Jxx Iyy Izz E G roll density #. . . in^2 in^2 in^2 in^4 in^4 in^4 ksi ksi deg k/in^3/g 1 1 2 10.0 1.0 1.0 1.0 1.0 0.01 29000 11500 0 7.33e-7 2 2 3 10.0 1.0 1.0 1.0 1.0 0.01 29000 11500 0 7.33e-7 3 3 4 10.0 1.0 1.0 1.0 1.0 0.01 29000 11500 0 7.33e-7 4 4 5 10.0 1.0 1.0 1.0 1.0 0.01 29000 11500 0 7.33e-7 5 5 6 10.0 1.0 1.0 1.0 1.0 0.01 29000 11500 0 7.33e-7 6 6 7 10.0 1.0 1.0 1.0 1.0 0.01 29000 11500 0 7.33e-7 7 1 8 10.0 1.0 1.0 1.0 1.0 0.01 29000 11500 0 7.33e-7 8 2 8 10.0 1.0 1.0 1.0 1.0 0.01 29000 11500 0 7.33e-7 9 2 9 10.0 1.0 1.0 1.0 1.0 0.01 29000 11500 0 7.33e-7 10 3 9 10.0 1.0 1.0 1.0 1.0 0.01 29000 11500 0 7.33e-7 11 4 9 10.0 1.0 1.0 1.0 1.0 0.01 29000 11500 0 7.33e-7 12 4 10 10.0 1.0 1.0 1.0 1.0 0.01 29000 11500 0 7.33e-7 13 4 11 10.0 1.0 1.0 1.0 1.0 0.01 29000 11500 0 7.33e-7 14 5 11 10.0 1.0 1.0 1.0 1.0 0.01 29000 11500 0 7.33e-7 15 6 11 10.0 1.0 1.0 1.0 1.0 0.01 29000 11500 0 7.33e-7 16 6 12 10.0 1.0 1.0 1.0 1.0 0.01 29000 11500 0 7.33e-7 17 7 12 10.0 1.0 1.0 1.0 1.0 0.01 29000 11500 0 7.33e-7 18 8 9 10.0 1.0 1.0 1.0 1.0 0.01 29000 11500 0 7.33e-7 19 9 10 10.0 1.0 1.0 1.0 1.0 0.01 29000 11500 0 7.33e-7 20 10 11 10.0 1.0 1.0 1.0 1.0 0.01 29000 11500 0 7.33e-7 21 11 12 10.0 1.0 1.0 1.0 1.0 0.01 29000 11500 0 7.33e-7 0 # 1: include shear deformation 0 # 1: include geometric stiffness 50.0 # exaggerate mesh deformations 1.0 # zoom scale for 3D plotting -1.0 # x-axis increment for internal forces # if dx is -1 then internal force calculations are skipped. 2 # number of static load cases # Begin Static Load Case 1 of 2 # gravitational acceleration for self-weight loading (global) #.gX gY gZ #.in./s^2 in./s^2 in./s^2 0 0 0 5 # number of loaded nodes #.n Fx Fy Fz Mxx Myy Mzz #. kip kip kip in.k in.k in.k 2 0.0 -10.0 0.0 0.0 0.0 0.0 3 0.0 -20.0 0.0 0.0 0.0 0.0 4 0.0 -20.0 0.0 0.0 0.0 0.0 5 0.0 -10.0 0.0 0.0 0.0 0.0 6 0.0 -20.0 0.0 0.0 0.0 0.0 0 # number of uniform loads 0 # number of trapezoidal loads 0 # number of internal concentrated loads 0 # number of temperature loads 1 # number of nodes with prescribed displacements #.n Dx Dy Dz Dxx Dyy Dzz #. in in in rad. rad. rad. 8 0.1 0.0 0.0 0.0 0.0 0.0 # End Static Load Case 1 of 2 # Begin Static Load Case 2 of 2 # gravitational acceleration for self-weight loading (global) #.gX gY gZ #.in./s^2 in./s^2 in./s^2 0 0 0 3 # number of loaded nodes #.n Fx Fy Fz Mxx Myy Mzz # kip kip kip in.k in.k in.k 3 20.0 0.0 0.0 0.0 0.0 0.0 4 10.0 0.0 0.0 0.0 0.0 0.0 5 20.0 0.0 0.0 0.0 0.0 0.0 0 # number of uniform loads 0 # number of trapezoidal loads 0 # number of internal concentrated loads 3 # number of temperature loads #.e a hy hz Ty+ Ty- Tz+ Tz- #. /degF in in deg.F deg.F deg.F deg.F 10 6e-12 5.0 5.0 10 10 10 10 13 6e-12 5.0 5.0 15 15 15 15 15 6e-12 5.0 5.0 17 17 17 17 2 # number of nodes with prescribed displacements #.n Dx Dy Dz Dxx Dyy Dzz #. in in in rad rad rad 1 0.0 -1.0 0.0 0.0 0.0 0.0 8 0.1 0.0 0.0 0.0 0.0 0.0 # End Static Load Case 2 of 2 0 # number of dynamic modes # End of input data file for example A