def setUpClass(cls):
_nodes = {1: Node.Node(ID=1, coords=(0, 0)),
2: Node.Node(ID=2, coords=(0, 2000)),
3: Node.Node(ID=3, coords=(2000, 4000)),
4: Node.Node(ID=4, coords=(5000, 4000)),
5: Node.Node(ID=5, coords=(5000, 3000)),
6: Node.Node(ID=6, coords=(5000, 2000)),
7: Node.Node(ID=7, coords=(5000, 1000)),
8: Node.Node(ID=8, coords=(5000, 0)),
9: Node.Node(ID=9, coords=(5000, -1000)),
}
mat = Material.Steel()
s1 = sections.Rectangle(height=100, width=100) # section
s2 = sections.Rectangle(height=200, width=200) # section
_sections = [s1, s1, s2, s1, s1, s1, s1, s1]
_beams = [HB.HermitianBeam2D(ID=x+1, E=mat.E, rho=mat.rho, I=_sections[x].I.x, A=_sections[x].A, i=_nodes[y], j=_nodes[y+1]) for x, y in zip(range(8), range(1, len(_nodes.keys())))]
_supports = {1: ['ux', 'uy'],
9: ['ux', 'uy'],
}
cls.structure = Structure.Structure(beams=_beams, supports=_supports)
# adding nodal loads
cls.structure.clear_loads()
cls.structure.add_nodal_load(nodeID=3, dynam={'FX': 1000, 'FY': 500}, clear=True)
cls.structure.add_nodal_load(nodeID=5, dynam={'FX': -1500})
# internal loads
b = cls.structure.beams[1]
cls.structure.add_internal_loads(beam=b, loadtype='uniform perpendicular force', value=2.0)
def setUpClass(cls):
"""
A beam with clamped end under self weight.
Results are accepted if circular frequencies are within 1% of the analytical solution.
http://iitg.vlab.co.in/?sub=62&brch=175&sim=1080&cnt=1
"""
# steel = Material.Steel()
# cls.rho = steel.rho
# cls.E = steel.E
_pieces = 30 # number of finite elements
for i in range(2):
if i == 0:
cls._length = 450. # mm
cls.rho = 7.850e-9
section_column = sections.Rectangle(height=3., width=20.)
cls.E = 2.1e5
else:
cls._length = 0.45 # m
cls.rho = 7850
section_column = sections.Rectangle(height=0.003, width=0.02)
cls.E = 2.1e11
# nodes
_nodes = []
for i in range(_pieces + 1):
_nodes.append(
Node.Node.from_dict(
adict={
'ID': i + 1,
'coords': (i * cls._length / _pieces, 0)
}))
# beams
cls.I = section_column.I.x
cls.A = section_column.A
_beams = []
for i in range(_pieces):
_beams.append(
HB.HermitianBeam2D.from_dict(
adict={
'ID': i,
'E': cls.E,
'I': section_column.I.x,
'A': section_column.A,
'rho': cls.rho,
'i': _nodes[i],
'j': _nodes[i + 1]
}))
# supports
BCs = {1: ['ux', 'uy', 'rotz']} # supports as dict
# this is the structure
cls.structure = Structure.Structure(beams=_beams, supports=BCs)
def setUpClass(cls):
cls.EE = 1.
cls.nodeset_1 = {
1: Node.Node(ID=1, coords=(0, 0)),
2: Node.Node(ID=2, coords=(1, 0)),
3: Node.Node(ID=3, coords=(2, 0))
}
cls.beam1 = HB.HermitianBeam2D(E=cls.EE,
I=1.,
A=1.,
i=cls.nodeset_1[1],
j=cls.nodeset_1[2])
cls.beam2 = HB.HermitianBeam2D(E=cls.EE,
I=1.,
A=1.,
i=cls.nodeset_1[2],
j=cls.nodeset_1[3])
cls.beam_as_structure = Structure.Structure(
beams=[cls.beam1], supports={1: ['ux', 'uy', 'rotz']})
# the same beam but inclined by atan(0,5) ~= 26.56505 degrees degrees CCW.
# all tests are performed for these as well, results should reflect only the rotation
cls.rotation_angle = math.atan(0.5)
cls._r = 1 / math.sqrt(
1.25
) # the lenght of the elements is modified to keep the beam length
cls.nodeset_2 = {
1: Node.Node(ID=1, coords=(0, 0)),
2: Node.Node(ID=2, coords=(1. * cls._r, 0.5 * cls._r)),
3: Node.Node(ID=3, coords=(2. * cls._r, 1. * cls._r))
}
cls.beam3 = HB.HermitianBeam2D(E=cls.EE,
I=1.,
A=1.,
i=cls.nodeset_2[1],
j=cls.nodeset_2[2])
cls.beam4 = HB.HermitianBeam2D(E=cls.EE,
I=1.,
A=1.,
i=cls.nodeset_2[2],
j=cls.nodeset_2[3])
cls.beam_as_structure_2 = Structure.Structure(
beams=[cls.beam3], supports={1: ['ux', 'uy', 'rotz']})
def setUpClass(cls):
_nodes = [Node.Node(ID=x+1, coords=(500 * x, 0)) for x in range(7)]
mat = Material.Steel()
sect = sections.Rectangle(height=3, width=10) # section
_beams = [HB.HermitianBeam2D(ID=x+1, E=mat.E, rho=mat.rho, I=sect.I.x, A=sect.A, i=_nodes[x], j=_nodes[x+1]) for x in range(6)]
_supports = {7: ['ux', 'uy', 'rotz']}
cls.structure = Structure.Structure(beams=_beams, supports=_supports)
# adding nodal loads
cls.structure.clear_loads()
cls.structure.add_nodal_load(nodeID=1, dynam={'FY': -1000}, clear=True)
def setUpClass(cls):
# structure #1: 3 elements in a row along the global X axis
cls.n1 = Node.Node(ID=1, coords=(0, 0))
cls.n2 = Node.Node(ID=2, coords=(100, 0))
cls.n3 = Node.Node(ID=3, coords=(200, 0))
cls.n4 = Node.Node(ID=4, coords=(300, 0))
# section for the beams: 10 by 10 rectangle
sect = sections.Rectangle(width=10, height=10)
b1 = HB.HermitianBeam2D(E=210000.,
ID=1,
crosssection=sect,
i=cls.n1,
j=cls.n2)
b2 = HB.HermitianBeam2D(E=210000.,
ID=2,
crosssection=sect,
i=cls.n2,
j=cls.n3)
b3 = HB.HermitianBeam2D(E=210000.,
ID=3,
crosssection=sect,
i=cls.n3,
j=cls.n4)
cls.structure_1 = Structure.Structure(
beams=[b1, b2, b3], supports={1: ['ux', 'uy', 'rotz']})
# the same structure, with the last node not inline. to test rotation.
cls.n5 = Node.Node(ID=4, coords=(300, 100))
b4 = HB.HermitianBeam2D(E=210000.,
ID=3,
I=833.33,
A=100.,
i=cls.n3,
j=cls.n5)
cls.structure_2 = Structure.Structure(
beams=[b1, b2, b4], supports={1: ['ux', 'uy', 'rotz']})
def test_nodal_displacements_12(self):
# same as _11, but the beams are rotated 60 degree clockwise
# assertion #1: single Axial force on Node 2, the element is rotated, so are the loads.
# but then at the end the resulting displacements are rotated back and we get the same results as in test _1
# structure #1: 3 elements in a row along the global X axis
_ux = 0.5 # unit in x direction; instead of 1 as unit we have cos(60) to account for the rotation
_uy = -math.sqrt(
3
) / 2. # unit in x direction; instead of 1 as unit we have cos(60) to account for the rotation
n1 = Node.Node(ID=1, coords=(0, 0))
n2 = Node.Node(ID=2, coords=(100 * _ux, 100 * _uy))
n3 = Node.Node(ID=3, coords=(200 * _ux, 200 * _uy))
n4 = Node.Node(ID=4, coords=(300 * _ux, 300 * _uy))
# definition of the beams is unchanged
b1 = HB.HermitianBeam2D(E=210000., ID=1, I=833.33, A=100., i=n1, j=n2)
b2 = HB.HermitianBeam2D(E=210000., ID=2, I=833.33, A=100., i=n2, j=n3)
b3 = HB.HermitianBeam2D(E=210000., ID=3, I=833.33, A=100., i=n3, j=n4)
structure = Structure.Structure(beams=[b1, b2, b3],
supports={1: ['ux', 'uy', 'rotz']})
# two loads instead of one as these are in the global system
structure.add_single_dynam_to_node(nodeID=4,
dynam={'FX': _ux},
clear=True)
structure.add_single_dynam_to_node(nodeID=4, dynam={'FY': _uy})
# since the elements were previously rotated by -60 degrees, now we rotate the results by 60 degrees back...
T = HB.transfer_matrix(60, asdegree=True, blocks=len(structure.nodes))
structure.solver['linear static'].solve()
disps = structure.results['linear static'].global_displacements(
asvector=True)
disps = T * disps
_expected = np.matrix([
[0.0],
[0.0],
[0.0],
[4.76190476e-06], # same as in _1
[0.00000000e+00],
[0.00000000e+00],
[9.52380952e-06],
[0.00000000e+00],
[0.00000000e+00],
[1.42857143e-05],
[0.00000000e+00],
[0.00000000e+00]
])
self.assertTrue(np.allclose(disps, _expected, atol=ATOL))
def setUpClass(cls):
_nodes = [Node.Node(ID=x+1, coords=(500 * x, 0)) for x in range(7)]
mat = Material.Steel()
sect = sections.Rectangle(height=3, width=10) # section
_beams = [HB.HermitianBeam2D(ID=x+1, E=mat.E, rho=mat.rho, I=sect.I.x, A=sect.A, i=_nodes[x], j=_nodes[x+1]) for x in range(6)]
_supports = {7: ['ux', 'uy', 'rotz']}
cls.structure = Structure.Structure(beams=_beams, supports=_supports)
# adding nodal loads
cls.structure.clear_loads()
cls.structure.add_nodal_load(nodeID=1, dynam={'FY': -1000, 'FX': -1000}, clear=True)
cls.structure.add_internal_loads(beam=cls.structure.beams[0], loadtype='uniform axial force', value=1)
cls.structure.add_internal_loads(beam=cls.structure.beams[2], loadtype='concentrated axial force', value=-1000, position=0.4)
cls.structure.add_internal_loads(beam=cls.structure.beams[4], loadtype='concentrated axial force', value=1000, position=0.99)
def setUpClass(cls):
# nodes
_n1 = Node.Node(ID=1, coords=(0, 0))
_n2 = Node.Node(ID=2, coords=(100, 0))
# beams
section_column = sections.Rectangle(height=3, width=10) # section
mat = Material.Steel()
_b1 = HB.HermitianBeam2D.from_dict(adict={'ID': 1, 'E': mat.E, 'I': section_column.I.x, 'A': section_column.A, 'rho': mat.rho, 'i': _n1, 'j': _n2})
_b1.number_internal_points = 4 # setting this to have much less values for comparison
# supports
BCs = {1: ['ux', 'uy', 'rotz'], NR_BEAMS+1: ['ux', 'uy', 'rotz']} # supports as dict
# this is the cantilever itself, composed of the beams, complete with supports
cls.structure = Structure.Structure(beams=[_b1], supports=BCs)
def setUpClass(cls):
_nodes = [Node.Node(ID=x+1, coords=(500 * x, 0)) for x in range(7)]
mat = Material.Steel()
sect = sections.Rectangle(height=3, width=10) # section
_beams = [HB.HermitianBeam2D(ID=x+1, E=mat.E, rho=mat.rho, I=sect.I.x, A=sect.A, i=_nodes[x], j=_nodes[x+1]) for x in range(6)]
_supports = {1: ['uy'],
3: ['uy'],
5: ['uy'],
7: ['ux', 'uy', 'rotz'],
}
cls.structure = Structure.Structure(beams=_beams, supports=_supports)
# adding nodal loads
cls.structure.clear_loads()
cls.structure.add_nodal_load(nodeID=1, dynam={'FX': -1000}, clear=True)
cls.structure.add_nodal_load(nodeID=2, dynam={'FY': -1000})
cls.structure.add_nodal_load(nodeID=4, dynam={'MZ': 500000})
# internal loads
b = cls.structure.beams[4]
cls.structure.add_internal_loads(beam=b, loadtype='uniform perpendicular force', value=-10.0)
b = cls.structure.beams[5]
cls.structure.add_internal_loads(beam=b, loadtype='uniform perpendicular force', value=-20.0)
adict={
'ID': i,
'E': EE,
'I': section_column.I['x'],
'A': section_column.A,
'rho': rho,
'i': _nodes[i],
'j': _nodes[i + 1]
}) for i in range(NR_BEAMS)
]
# supports
BCs = {1: ['ux', 'uy', 'rotz']} # supports as dict
# this is the cantilever itself, composed of the beams, complete with supports
structure = Structure.Structure(beams=_beams, supports=BCs)
# adding loads, masses
_last = max([x.ID for x in _nodes])
structure.add_nodal_mass(nodeID=_last, mass={'mx': 1. / 1000, 'my': 1. / 1000})
# # adding loads
# structure.add_single_dynam_to_node(nodeID=len(_nodes), dynam={'FX': F_HORIZONTAL, 'FY': F_VERTICAL}, clear=True)
# solving it
structure.solver['modal'].solve()
# posprocessing
structure.draw(analysistype='modal')
import numpy as np
alakok = 5
