User:Eml4500.f08.jamama.jan/Submission5 matlab

{| class="toccolours collapsible collapsed" style="width:100%" ! The corrected 2-Bar truss code

Code Output
k_local = 0.75       -0.75        -0.75         0.75

k = 0.5625     0.32476      -0.5625     -0.32476      0.32476       0.1875     -0.32476      -0.1875      -0.5625     -0.32476       0.5625      0.32476     -0.32476      -0.1875      0.32476       0.1875

k_local = 5   -5    -5     5

k = 2.5        -2.5         -2.5          2.5         -2.5          2.5          2.5         -2.5         -2.5          2.5          2.5         -2.5          2.5         -2.5         -2.5          2.5

K = 0.5625     0.32476      -0.5625     -0.32476            0            0      0.32476       0.1875     -0.32476      -0.1875            0            0      -0.5625     -0.32476       3.0625      -2.1752         -2.5          2.5     -0.32476      -0.1875      -2.1752       2.6875          2.5         -2.5            0            0         -2.5          2.5          2.5         -2.5            0            0          2.5         -2.5         -2.5          2.5

R = 0    0     0     7     0     0

d = 0           0        4.352       6.1271            0            0

reactions = -4.4378     -2.5622       4.4378      -4.4378

results = 1.7081      5.1244       5.1244       0.6276        3.138        6.276

The different output occured because the E and A were not of correct specification. E and A should have been specified with "i" subscripts, such as E(i), A(i), so that with appropriate truss mambers' certain values should be taken.


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{| class="toccolours collapsible collapsed" style="width:100%" ! 2-D 6-bar truss and its deformation (magnified by a factor of 1000) at constant Modulus of Elasticity (E = $$2*10^{11}$$)

Code Output
K = 1.0e+008 * 0.8536   0.3536   -0.5000         0         0         0         0         0   -0.3536   -0.3536    0.3536    0.3536         0         0         0         0         0         0   -0.3536   -0.3536   -0.5000         0    0.8536   -0.3536         0         0         0         0   -0.3536    0.3536         0         0   -0.3536    1.0202         0         0         0   -0.6667    0.3536   -0.3536         0         0         0         0    0.7155   -0.3578         0         0   -0.7155    0.3578         0         0         0         0   -0.3578    0.1789         0         0    0.3578   -0.1789         0         0         0         0         0         0    0.7155    0.3578   -0.7155   -0.3578         0         0         0   -0.6667         0         0    0.3578    0.8456   -0.3578   -0.1789   -0.3536   -0.3536   -0.3536    0.3536   -0.7155    0.3578   -0.7155   -0.3578    2.1382         0   -0.3536   -0.3536    0.3536   -0.3536    0.3578   -0.1789   -0.3578   -0.1789         0    1.0649

d = 1.0e-003 * 0        0    0.2131    0.2500         0         0         0         0   -0.0061    0.0122

d_def = 1.0e-003 * 0        0    0.2131    0.2500         0         0         0         0   -0.0061    0.0122

nodes_def = 0        0    4.0002    0.0002         0    3.0000    4.0000    3.0000    2.0000    2.0000

d_def_aug = 0        0    0.2131    0.2500         0         0         0         0   -0.0061    0.0122

nodes_def_aug = 0        0    4.2131    0.2500         0    3.0000    4.0000    3.0000    1.9939    2.0122

Stress = 1.0e+007 * 1.0655  -0.0927   -0.0977   -1.6665    0.0307   -0.0002

Force_axial = 1.0e+004 * 1.0655  -0.0927   -0.0977   -1.6665    0.0307   -0.0002

6-bar truss image (the deformation was multiplied by a factor of 1000 to show a clearler image)
Blue solid line $$ \Rightarrow $$ defored truss

Red dashed line$$ \Rightarrow $$ undefored truss




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{| class="toccolours collapsible collapsed" style="width:100%" ! 2-D 6-bar truss and its deformation (magnified by a factor of 1000) at constant (E = $$2*10^{11}$$) and at a varying specified Modulus of Elasticity

Code Output (Note, the output is only the varying E parameters)
K = 1.0e+008 * 0.7639   0.3889   -0.3750         0         0         0         0         0   -0.3889   -0.3889    0.3889    0.3889         0         0         0         0         0         0   -0.3889   -0.3889   -0.3750         0    0.6932   -0.3182         0         0         0         0   -0.3182    0.3182         0         0   -0.3182    0.9849         0         0         0   -0.6667    0.3182   -0.3182         0         0         0         0    0.7155   -0.3578         0         0   -0.7155    0.3578         0         0         0         0   -0.3578    0.1789         0         0    0.3578   -0.1789         0         0         0         0         0         0    0.8944    0.4472   -0.8944   -0.4472         0         0         0   -0.6667         0         0    0.4472    0.8903   -0.4472   -0.2236   -0.3889   -0.3889   -0.3182    0.3182   -0.7155    0.3578   -0.8944   -0.4472    2.3171    0.1602   -0.3889   -0.3889    0.3182   -0.3182    0.3578   -0.1789   -0.4472   -0.2236    0.1602    1.1096

d = 1.0e-003 * 0        0    0.2649    0.2608         0         0         0         0    0.0006   -0.0012

d_def = 1.0e-003 * 0        0    0.2649    0.2608         0         0         0         0    0.0006   -0.0012

nodes_def = 0        0    4.0003    0.0003         0    3.0000    4.0000    3.0000    2.0000    2.0000

d_def_aug = 0        0    0.2649    0.2608         0         0         0         0    0.0006   -0.0012

nodes_def_aug = 0        0    4.2649    0.2608         0    3.0000    4.0000    3.0000    2.0006    1.9988

Stress = 1.0e+007 * 0.9932   0.0096    0.0101   -1.7389   -0.0033   -0.0002

Force_axial = 1.0e+004 * 0.9932   0.0096    0.0101   -1.7389   -0.0033   -0.0002

6-bar truss image (the deformation was multiplied by a factor of 1000 to show a clearler image)
Blue solid line $$ \Rightarrow $$ defored truss of constant E

Red dashed line$$ \Rightarrow $$ undefored truss

Black solid line$$ \Rightarrow $$ defored truss of varying E




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