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Space Frame Analysis

Posted by Win Aung Cho on 27-Sept-2009

Contents

3D Frame Analysis (FEMKERN)

Input Data Format

:ELEMENT
4
252883.5  1706964  1706964  1422470 0 1 2
252883.5  1706964  1706964  1422470 0 3 2
252883.5  1706964  1706964  1422470 0 4 3
252883.5  1706964  1706964  1422470 0 5 4
:NODE
5
0 0 0 0 0 0 0 0 0
0 120 0 1 1 1 1 1 1
120 120 0 1 1 1 1 1 1
120 120 120 1 1 1 1 1 1
120 0 120 0 0 0 0 0 0
:FORCE
1
:NODAL_LOAD
0
:MEM_LOAD
2
2 0 0 -0.08333 -0.08333 0 0
3 0 0 -0.08333 -0.08333 0 0
;Sample Data for Rigid3D Module 2
;Member Data
NoMember
EA EIY EIZ GJ Gama
   :
   :
;Node Data
NoNode
x y z dof(fx, fy, fz, mx, my, mz)
   :
   :
Load Case Data
NoLoadCase
;Nodal Load Data
No
NodeNo fx fy fz mx my mz
    :
   :
:MEMLOAD
No
MembNo w1x w2x w1y w2y w1z w2z
:COMBINATION
0
1.0
;Tested with Multiframe3D

Out put Data Format

:LOADCASE_1
 No.       X      Y        Z        thx      thy      thz
:DISPLACEMENT
   1   0.0000   0.0000   0.0000   0.0000   0.0000   0.0000 
   2  -0.1514  -0.9368   0.0000   0.0000   0.0000   0.0269 
   3   0.0000   0.0000   0.0000   0.0000   0.0000  -0.0230 
    Fx       Fy       Fz       Mx       My       Mz
:ELEMENT FORCE
Element    1 
  12.620    2.654    0.000    0.000    0.000  125.675  -12.620   -2.654    0.000    0.000    0.000  192.801 
Element    2 
 -14.602   -0.052    0.000    0.000    0.000   -7.199   14.602    0.052    0.000    0.000    0.000    0.000 
  No.    Fx       Fy       Fz       Mx       My       Mz
:REACTION
    1  12.6202   2.6540   0.0000   0.0000   0.0000 125.6747 
    3 -12.6202   7.3460   0.0000   0.0000   0.0000  -0.0000 
:LOADCASE_2
 No.       X      Y        Z        thx      thy      thz
:DISPLACEMENT
   1   0.0000   0.0000   0.0000   0.0000   0.0000   0.0000 
   2  -0.1545  -0.9555   0.0000   0.0000   0.0000   0.0274 
   3   0.0000   0.0000   0.0000   0.0000   0.0000  -0.0235 
    Fx       Fy       Fz       Mx       My       Mz
:ELEMENT FORCE
Element    1 
  12.873   12.907    0.000    0.000    0.000  332.188  -12.873    7.493    0.000    0.000    0.000   -7.343 
Element    2 
 -14.894   -0.053    0.000    0.000    0.000   -7.343   14.894    0.053    0.000    0.000    0.000    0.000 
  No.    Fx       Fy       Fz       Mx       My       Mz
:REACTION
    1  12.8726  12.9070   0.0000   0.0000   0.0000 332.1882 
    3 -12.8726   7.4930   0.0000   0.0000   0.0000  -0.0000 
:LOADCOMB_1
 No.       X      Y        Z        thx      thy      thz
:DISPLACEMENT
   1   0.0000   0.0000   0.0000   0.0000   0.0000   0.0000 
   2  -0.4746  -2.9359   0.0000   0.0000   0.0000   0.0841 
   3   0.0000   0.0000   0.0000   0.0000   0.0000  -0.0722 
    Fx       Fy       Fz       Mx       My       Mz
:ELEMENT FORCE
Element    1 
  39.552   25.658    0.000    0.000    0.000  740.665  -39.552    9.022    0.000    0.000    0.000  257.437 
Element    2 
 -45.764   -0.163    0.000    0.000    0.000  -22.563   45.764    0.163    0.000    0.000    0.000   -0.000 
  No.    Fx       Fy       Fz       Mx       My       Mz
:REACTION
    1  39.5516  25.6575   0.0000   0.0000   0.0000 740.6646 
    3 -39.5516  23.0225   0.0000   0.0000   0.0000   0.0000 
:INIT
    2     3     2
:HISTORY
Band Width            6
No. of Support        2

Method of Analysis

Structural analysis is based on Finite Element Method. Stiffness properties of elements are derived using finite element formulation. Stiffness properties are evaluated accurately for the static loading and linear stress-strain relations. Beam, column and trussbar elements are connected via nodes. All external loads having 6-force components are acting inspace of 3-dimensional structure.

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