Civil Engineering Reference
In-Depth Information
180 kN/m
2
29
31
4
6
9
1
7
2
1m
32
5
3
E=3
×
10
7
kN/m
2
(not to scale)
u
= 0.3
r
=7.33
×
10
−
4
t/m
3
s
y
=5
×
10
4
kN/m
2
15 m
nxe nye
6 1
np_types
1
prop(e,v,rho,sigma
y
)
3.0e7 0.3 7.33e-4 5.0e4
etype (not needed)
x_coords, y_coords
0.0 2.5 5.0 7.5 10.0 12.5 15.0
0.0 -1.0
dtim nstep npri nres
1.0e-6 10000 50 31
nr,(k,nf(:,k),i=1,nr)
15
3 0 0 5 0 1 8 0 1 10 0 1 13 0 1 15 0 1 18 0 1 20 0 1
23 0 1 25 0 1 28 0 1 30 0 1 31 0 1 32 0 1 33 0 1
loaded_nodes(node(i),val(i,:),i=1,loaded_nodes)
13
1 0.0 0.4167 4 0.0 1.6667 6 0.0 0.8333
9 0.0 1.6667 11 0.0 0.8333 14 0.0 1.6667
16 0.0 0.8333 19 0.0 1.6667 21 0.0 0.8333
24 0.0 1.6667 26 0.0 0.8333 29 0.0 1.6667
31 0.0 0.4167
Figure 11.19
Mesh and data for Program 11.7 example
remains constant with time. Symmetry has been assumed at the centre of the beam, and
along the neutral axis, where only vertical movement is permitted. There are four properties
required (
nprops=4
) in this non-linear analysis, namely Young's modulus
E
, Poisson's
σ
y
. The data
calls for
nstep=10000
calculation time steps of length
dtim=1.0e-6
. Results are to be
printed every
npri=50
steps at node
nres=31
which lies on the centreline of the beam.
A truncated set of results from the program is printed in Figure 11.20 in the form of
elapsed time, load and the
ratio
ν
, the mass density
ρ
and the (von Mises) yield strength of the material
x
-and
y
-displacements at node 31. Figure 11.21 gives a plot of
