bernd wrote:If the direction of an edge goes into z-direction and only if it goes in global z-direction an direction parameter in CalculiX has to be set. This because this direction parameter goes into z-direction and this parameter should not go in the same direction as the edge member. Just try an simple line mesh in global z-direction.
I do consider this a bug in calculix.
The description of the beam element in the Calculix documentation describes how the local directions of the beam are determined. It should be sufficient to set the 1-Direction in a *Beam Section card to another direction than the global z-axis.
The error only happens with B32-elements. B31-elements do work in global z-axis. See the example input-file.
bernd wrote:If the direction of an edge goes into z-direction and only if it goes in global z-direction an direction parameter in CalculiX has to be set. This because this direction parameter goes into z-direction and this parameter should not go in the same direction as the edge member. Just try an simple line mesh in global z-direction.
I do consider this a bug in calculix.
I did do a mailing list post a few month ago in this regard but I only got answer in the regard of how to avoid it. Guido Dhondt did not answer in this regard. I may post it again. It is a pitty calculix mailing list archive is only readable for logged in users.
I did not know it only apears on 3-node beam and not on 2-node beam. I need to test this too.
PS D:\Frame3DD\Data\exA> frame3dd exA_space_delim.txt exA_space_delim.out
←[00;44;37;01m
FRAME3DD version: 20140514+
Analysis of 2D and 3D structural frames with elastic and geometric stiffness.
http://frame3dd.sf.net
GPL Copyright (C) 1992-2014, Henri P. Gavin
This is free software with absolutely no warranty.
For details, see the GPL license file, LICENSE.txt
←[00m
←[00;42;37;01m
** Example A: linear static analysis of a 2D truss with support settlement (kips in) **
←[00m
number of nodes .................................... nN = 12 ... complete
number of nodes with reactions ..................... nR = 12 ... complete
number of frame elements............................ nE = 21 ... complete
number of load cases ............................... nL = 2
←[00;42;33;01m load case 1 of 2: ←[00m
number of loaded nodes ............................ nF = 5
number of uniformly distributed loads ............. nU = 0
number of trapezoidally distributed loads ......... nW = 0
number of concentrated frame element point loads .. nP = 0
number of temperature changes ..................... nT = 0
number of prescribed displacements ................ nD = 1
←[00;42;33;01m load case 2 of 2: ←[00m
number of loaded nodes ............................ nF = 3
number of uniformly distributed loads ............. nU = 0
number of trapezoidally distributed loads ......... nW = 0
number of concentrated frame element point loads .. nP = 0
number of temperature changes ..................... nT = 3
number of prescribed displacements ................ nD = 2
load data ... complete
number of dynamic modes ............................ nM = 0
mass data ... complete
missing matrix condensation data
←[00;42;33;01m Load Case 1 of 2 ... ←[00m
Linear Elastic Analysis ... Mechanical Loads
←[00m RMS relative equilibrium error = 7.278e-015 < tol = 1.0e-009 ←[00;44;33;01m ** converged ** ←[00m
RMS residual incremental displ. = 6.120e-018 .................←[00;42;33;01m not shabby! ←[00m
←[00;42;33;01m Load Case 2 of 2 ... ←[00m
Linear Elastic Analysis ... Temperature Loads
Linear Elastic Analysis ... Mechanical Loads
←[00m RMS relative equilibrium error = 2.625e-014 < tol = 1.0e-009 ←[00;44;33;01m ** converged ** ←[00m
RMS residual incremental displ. = 1.040e-017 .................←[00;42;33;01m very good! ←[00m
←[00m