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test_structural_mechanics_model_bernoulli_beam_dynamics.cc
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rAKA akantu
test_structural_mechanics_model_bernoulli_beam_dynamics.cc
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/**
* @file test_structural_mechanics_model_bernoulli_beam_dynamics.cc
*
* @author Sébastien Hartmann <sebastien.hartmann@epfl.ch>
*
* @date creation: Mon Jul 07 2014
* @date last modification: Wed Feb 03 2016
*
* @brief Test for _bernouilli_beam in dynamic
*
* @section LICENSE
*
* Copyright (©) 2014-2018 EPFL (Ecole Polytechnique Fédérale de Lausanne)
* Laboratory (LSMS - Laboratoire de Simulation en Mécanique des Solides)
*
* Akantu is free software: you can redistribute it and/or modify it under the
* terms of the GNU Lesser General Public License as published by the Free
* Software Foundation, either version 3 of the License, or (at your option) any
* later version.
*
* Akantu is distributed in the hope that it will be useful, but WITHOUT ANY
* WARRANTY; without even the implied warranty of MERCHANTABILITY or FITNESS FOR
* A PARTICULAR PURPOSE. See the GNU Lesser General Public License for more
* details.
*
* You should have received a copy of the GNU Lesser General Public License
* along with Akantu. If not, see <http://www.gnu.org/licenses/>.
*
*/
/* -------------------------------------------------------------------------- */
#include <fstream>
#include <limits>
/* -------------------------------------------------------------------------- */
#include "aka_common.hh"
#include "material.hh"
#include "mesh.hh"
#include "mesh_io.hh"
#include "mesh_io_msh_struct.hh"
#include "structural_mechanics_model.hh"
#include <iostream>
using
namespace
akantu
;
/* -------------------------------------------------------------------------- */
#define TYPE _bernoulli_beam_2
static
Real
analytical_solution
(
Real
time
,
Real
L
,
Real
rho
,
Real
E
,
__attribute__
((
unused
))
Real
A
,
Real
I
,
Real
F
)
{
Real
omega
=
M_PI
*
M_PI
/
L
/
L
*
sqrt
(
E
*
I
/
rho
);
Real
sum
=
0.
;
UInt
i
=
5
;
for
(
UInt
n
=
1
;
n
<=
i
;
n
+=
2
)
{
sum
+=
(
1.
-
cos
(
n
*
n
*
omega
*
time
))
/
pow
(
n
,
4
);
}
return
2.
*
F
*
pow
(
L
,
3
)
/
pow
(
M_PI
,
4
)
/
E
/
I
*
sum
;
}
// load
const
Real
F
=
0.5e4
;
/* -------------------------------------------------------------------------- */
/* -------------------------------------------------------------------------- */
int
main
(
int
argc
,
char
*
argv
[])
{
initialize
(
argc
,
argv
);
Mesh
beams
(
2
);
debug
::
setDebugLevel
(
dblWarning
);
const
ElementType
type
=
_bernoulli_beam_2
;
/* --------------------------------------------------------------------------
*/
// Mesh
UInt
nb_element
=
8
;
UInt
nb_nodes
=
nb_element
+
1
;
Real
total_length
=
10.
;
Real
length
=
total_length
/
nb_element
;
Real
heigth
=
1.
;
Array
<
Real
>
&
nodes
=
const_cast
<
Array
<
Real
>
&>
(
beams
.
getNodes
());
nodes
.
resize
(
nb_nodes
);
beams
.
addConnectivityType
(
type
);
Array
<
UInt
>
&
connectivity
=
const_cast
<
Array
<
UInt
>
&>
(
beams
.
getConnectivity
(
type
));
connectivity
.
resize
(
nb_element
);
beams
.
initNormals
();
Array
<
Real
>
&
normals
=
const_cast
<
Array
<
Real
>
&>
(
beams
.
getNormals
(
type
));
normals
.
resize
(
nb_element
);
for
(
UInt
i
=
0
;
i
<
nb_nodes
;
++
i
)
{
nodes
(
i
,
0
)
=
i
*
length
;
nodes
(
i
,
1
)
=
0
;
}
for
(
UInt
i
=
0
;
i
<
nb_element
;
++
i
)
{
connectivity
(
i
,
0
)
=
i
;
connectivity
(
i
,
1
)
=
i
+
1
;
}
/* --------------------------------------------------------------------------
*/
// Materials
StructuralMechanicsModel
model
(
beams
);
StructuralMaterial
mat1
;
mat1
.
E
=
120e6
;
mat1
.
rho
=
1000
;
mat1
.
A
=
heigth
;
mat1
.
I
=
heigth
*
heigth
*
heigth
/
12
;
model
.
addMaterial
(
mat1
);
/* --------------------------------------------------------------------------
*/
// Forces
// model.initFull();
model
.
initFull
(
StructuralMechanicsModelOptions
(
_implicit_dynamic
));
const
Array
<
Real
>
&
position
=
beams
.
getNodes
();
Array
<
Real
>
&
forces
=
model
.
getForce
();
Array
<
Real
>
&
displacement
=
model
.
getDisplacement
();
Array
<
bool
>
&
boundary
=
model
.
getBlockedDOFs
();
UInt
node_to_print
=
-
1
;
forces
.
clear
();
displacement
.
clear
();
// boundary.clear();
// model.getElementMaterial(type)(i,0) = 0;
// model.getElementMaterial(type)(i,0) = 1;
for
(
UInt
i
=
0
;
i
<
nb_element
;
++
i
)
{
model
.
getElementMaterial
(
type
)(
i
,
0
)
=
0
;
}
for
(
UInt
n
=
0
;
n
<
nb_nodes
;
++
n
)
{
Real
x
=
position
(
n
,
0
);
// Real y = position(n, 1);
if
(
Math
::
are_float_equal
(
x
,
total_length
/
2.
))
{
forces
(
n
,
1
)
=
F
;
node_to_print
=
n
;
}
}
std
::
ofstream
pos
;
pos
.
open
(
"position.csv"
);
if
(
!
pos
.
good
())
{
std
::
cerr
<<
"Cannot open file"
<<
std
::
endl
;
exit
(
EXIT_FAILURE
);
}
pos
<<
"id,time,position,solution"
<<
std
::
endl
;
// model.computeForcesFromFunction<type>(load, _bft_traction)
/* --------------------------------------------------------------------------
*/
// Boundary conditions
// true ~ displacement is blocked
boundary
(
0
,
0
)
=
true
;
boundary
(
0
,
1
)
=
true
;
boundary
(
nb_nodes
-
1
,
1
)
=
true
;
/* --------------------------------------------------------------------------
*/
// "Solve"
Real
time
=
0
;
model
.
assembleStiffnessMatrix
();
model
.
assembleMass
();
model
.
dump
();
model
.
getStiffnessMatrix
().
saveMatrix
(
"K.mtx"
);
model
.
getMassMatrix
().
saveMatrix
(
"M.mt"
);
Real
time_step
=
1e-4
;
model
.
setTimeStep
(
time_step
);
std
::
cout
<<
"Time"
<<
" | "
<<
"Mid-Span Displacement"
<<
std
::
endl
;
/// time loop
for
(
UInt
s
=
1
;
time
<
0.64
;
++
s
)
{
model
.
solveStep
<
_scm_newton_raphson_tangent
,
SolveConvergenceCriteria
::
_increment
>
(
1e-12
,
1000
);
pos
<<
s
<<
","
<<
time
<<
","
<<
displacement
(
node_to_print
,
1
)
<<
","
<<
analytical_solution
(
s
*
time_step
,
total_length
,
mat1
.
rho
,
mat1
.
E
,
mat1
.
A
,
mat1
.
I
,
F
)
<<
std
::
endl
;
// pos << s << "," << time << "," << displacement(node_to_print, 1) <<
// "," << analytical_solution(s*time_step) << std::endl;
time
+=
time_step
;
if
(
s
%
100
==
0
)
std
::
cout
<<
time
<<
" | "
<<
displacement
(
node_to_print
,
1
)
<<
std
::
endl
;
model
.
dump
();
}
pos
.
close
();
finalize
();
return
EXIT_SUCCESS
;
}
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