def display_truss_design(x):
"""
find the displacements in the specified truss as well as the weight of the truss
:param x: the defining parameters of the truss. a list of values, in the order on/off, beam number
:return:
"""
ss = SystemElements()
beam_locations = []
side_length = 120
beam_locations.append([[0, 0], [0, side_length]])
beam_locations.append([[0, side_length], [side_length, side_length]])
beam_locations.append([[side_length, side_length], [side_length, 0]])
beam_locations.append([[side_length, 0], [0, side_length]])
beam_locations.append([[0, 0], [side_length, side_length]])
for i, beam in enumerate(beam_locations):
if x[i * 2]:
area = a[x[i * 2 + 1]]
ss.add_element(location=beam, EA=e * area, EI=e * ix[x[i * 2 + 1]])
ss.add_support_fixed(node_id=1)
ss.add_support_roll(node_id=4)
ss.point_load(Fx=50, node_id=2)
ss.point_load(Fz=-50, node_id=3)
ss.solve()
# ss.show_structure()
ss.show_displacement()
return
def plot_truss(x):
ss = SystemElements()
p1 = Vertex(0, 0)
p2 = Vertex(x[30], 0)
p3 = Vertex(240, 0)
p4 = Vertex(x[31], 0)
p5 = Vertex(480, 0)
p6 = Vertex(x[32], x[33])
p7 = Vertex(x[34], x[35])
p8 = Vertex(x[36], x[37])
verticies = [p1, p2, p3, p4, p5, p6, p7, p8]
members = [(0, 1), (1, 2), (2, 3), (3, 4), (0, 5), (1, 5), (2, 5), (5, 6),
(1, 6), (2, 6), (3, 6), (6, 7), (2, 7), (3, 7), (4, 7)]
weight = 0
for i in range(0, 30, 2):
if x[i]:
start = verticies[members[int(i / 2)][0]]
end = verticies[members[int(i / 2)][1]]
length = calc_length(start, end)
area = a[x[i + 1]]
Ix = ix[x[i + 1]]
weight += length * area * dens
EI = e * Ix
EA = e * area
ss.add_element(location=[start, end], EA=EA, EI=EI)
ss.add_support_hinged(1)
ss.add_support_roll(3)
ss.add_support_roll(5)
# ss.q_load(element_id=[1, 2, 3, 4], q=-0.1)
ss.point_load(node_id=[2, 4], Fz=[-100000, -100000])
ss.solve()
# ss.show_structure()
ss.show_displacement()
def solve_truss(x):
ss = SystemElements()
p1 = Vertex(0, 0)
p2 = Vertex(x[30], 0)
p3 = Vertex(240, 0)
p4 = Vertex(x[31], 0)
p5 = Vertex(480, 0)
p6 = Vertex(x[32], x[33])
p7 = Vertex(x[34], x[35])
p8 = Vertex(x[36], x[37])
verticies = [p1, p2, p3, p4, p5, p6, p7, p8]
members = [(0, 1), (1, 2), (2, 3), (3, 4), (0, 5), (1, 5), (2, 5), (5, 6),
(1, 6), (2, 6), (3, 6), (6, 7), (2, 7), (3, 7), (4, 7)]
weight = 0
for i in range(0, 30, 2):
if x[i]:
start = verticies[members[int(i / 2)][0]]
end = verticies[members[int(i / 2)][1]]
length = calc_length(start, end)
area = a[x[i + 1]]
Ix = ix[x[i + 1]]
weight += length * area * dens
EI = e * Ix
EA = e * area
ss.add_element(location=[start, end], EA=EA, EI=EI)
ss.add_support_hinged(1)
ss.add_support_roll(3)
ss.add_support_roll(5)
# ss.q_load(element_id=[1, 2, 3, 4], q=-0.1)
ss.point_load(node_id=[2, 4], Fz=[-10000, -10000])
try:
ss.solve()
# ss.show_structure()
# ss.show_reaction_force()
# ss.show_displacement()
displ = ss.get_node_displacements()
phi_1 = np.abs(displ[0][3])
d2x = np.abs(displ[1][1])
d2y = np.abs(displ[1][2])
d3x = np.abs(displ[2][1])
d4x = np.abs(displ[3][1])
d4y = np.abs(displ[3][2])
d5x = np.abs(displ[4][1])
avg = np.average(np.array([d2x, d2y, d3x, d4x, d4y, d5x]))
fitness = [avg, weight]
except:
fitness = [999, 99999999]
# print(weight)
# print(ss.get_node_displacements())
return fitness
def truss_constraints(x):
"""
find the displacements in the specified truss as well as the weight of the truss
:param x: the defining parameters of the truss. a list of values, in the order on/off, beam number
:return:
"""
ss = SystemElements()
weight = 0
max_displ = 0.5
max_weight = 500
beam_locations = []
side_length = 120
beam_locations.append([[0, 0], [0, side_length]])
beam_locations.append([[0, side_length], [side_length, side_length]])
beam_locations.append([[side_length, side_length], [side_length, 0]])
beam_locations.append([[side_length, 0], [0, side_length]])
beam_locations.append([[0, 0], [side_length, side_length]])
for i, beam in enumerate(beam_locations):
if x[i * 2]:
length = calc_length(beam)
area = a[x[i * 2 + 1]]
weight += area * dens * length
ss.add_element(location=beam, EA=e * area, EI=e * ix[x[i * 2 + 1]])
ss.add_support_fixed(node_id=1)
ss.add_support_roll(node_id=4)
ss.point_load(Fx=50, node_id=2)
ss.point_load(Fz=-50, node_id=3)
ss.solve()
# ss.show_structure()
# ss.show_displacement()
node_disp = []
displacements = ss.get_node_displacements()
for (node, ux, uy, phi) in displacements:
displ = np.sqrt(ux**2 + uy**2)
displ = (displ - max_displ) / max_displ
node_disp.append(displ)
weight = (weight - max_weight) / max_weight
node_disp.append(weight)
return node_disp
from anastruct.fem.system import SystemElements
ss = SystemElements(EI=5e3, EA=1e5)
ss.add_multiple_elements([[0, 0], [0, 10]], 10)
top_node = ss.nearest_node('y', 10) + 1
ss.add_support_roll(top_node, 1)
ss.add_support_hinged(1)
ss.point_load(top_node, Fz=-1)
if __name__ == "__main__":
print(ss.solve(geometrical_non_linear=True))
ss.show_displacement()
from anastruct.fem.system import SystemElements
"""
Test dead loads on the structure. TO DO! Distributed axial force
"""
ss = SystemElements()
ss.add_element([[0, 0], [10, 5]], g=1)
ss.add_support_hinged(1)
ss.add_support_roll(2, 2)
if __name__ == '__main__':
ss.solve()
ss.show_reaction_force()
ss.show_axial_force()
ss.show_bending_moment()
def build_single_bridge(dna,
comb,
loc,
height,
get_ss=False,
unit="deflection",
EI=15e3,
roll=True,
support_btm=False,
es=False):
"""
Build a single bridge structure.
:param dna: (array) DNA from population.
:param comb: (array) All possible combinations.
:param loc: (array) All possible locations.
:param height: (int) Maximum height of the bridge.
:param unit: (str) Make this important in the fitness score evaluation. {deflection, axial compression,
tension, moment)
:param EI: (flt) Bending stiffness of the structure.
:param roll: (bool) Add a support that is free in x.
:param support_btm: (bool) Place the support at the bottom of the grid.
:param es: (bool) Special code for Evolution Strategies.
:return: (unit, length, number of elements)
"""
ss = SystemElements(EI=EI, mesh=3)
on = np.argwhere(dna == 1).flatten()
# Add the elements based on the dna
mirror_line = 0
for j in on:
n1, n2 = comb[j]
l1 = loc[n1]
l2 = loc[n2]
ss.add_element([l1, l2])
mirror_line = max(mirror_line, l1[0], l2[0])
# add mirrored element
for j in on:
n1, n2 = comb[j]
l1 = loc[n1]
l2 = loc[n2]
ss.add_element([mirror(l1, mirror_line), mirror(l2, mirror_line)])
# Placing the supports on the outer nodes, and the point load on the middle node.
x_range = ss.nodes_range('x')
# A bridge of one element is no bridge, it's a beam.
if len(x_range) <= 2:
return None
else:
length = max(x_range)
start = min(x_range)
ids = list(ss.node_map.keys())
# Find the ids of the middle node for the force application,
# and the most right node for the support of the bridge
max_node_id = ids[np.argmax(x_range)]
for j in range(height):
middle_node_id = ss.nearest_node(
"both", np.array([(length + start) / 2, height - j]))
if middle_node_id:
break
if middle_node_id is None:
middle_node_id = ids[np.argmin(
np.abs(np.array(x_range) - (length + start) / 2))]
# Find the support ids in case the supports should be place in the middle.
if support_btm:
left_node_id = 1
right_node_id = max_node_id
else:
idx = np.argsort(np.abs(np.arange(height) - height // 2))
for j in idx:
left_node_id = ss.nearest_node("both", np.array([start, j]))
if left_node_id:
break
for j in idx:
right_node_id = ss.nearest_node("both",
np.array([start + length, j]))
if right_node_id:
break
# Add support conditions
ss.add_support_hinged(left_node_id)
if roll and right_node_id is not None:
ss.add_support_roll(right_node_id)
elif right_node_id is not None:
ss.add_support_hinged(right_node_id)
ss.point_load(middle_node_id, Fz=-100)
if ss.validate():
if get_ss:
return ss
ss.solve()
if unit == "deflection":
val = np.abs(ss.get_node_displacements(middle_node_id)["uy"])
elif unit == "axial compression":
val = -np.min(ss.get_element_result_range("axial"))
elif unit == "tension":
val = np.max(ss.get_element_result_range("axial"))
elif unit == "moment":
val = np.abs((ss.get_element_result_range("moment")))
else:
raise LookupError("Unit is not defined")
if es:
return val, length - start, on.size, max(ss.nodes_range('y'))
return val, length - start, on.size
from anastruct.fem.system import SystemElements
ss = SystemElements(EI=5e3, EA=1e5)
ss.add_element([0, 10])
ss.add_support_hinged(1)
ss.add_support_roll(2, 1)
ss.point_load(2, Fz=-1)
if __name__ == "__main__":
ss.solve(geometrical_non_linear=True, discretize_kwargs=dict(n=15))
print(ss.buckling_factor)
ss.show_displacement()
from anastruct.fem.system import SystemElements
"""
Test dead loads on the structure. TO DO! Distributed axial force
"""
ss = SystemElements()
ss.add_element([[0, 0], [10, 5]], g=1)
ss.add_support_hinged(1)
ss.add_support_roll(2, 2)
if __name__ == '__main__':
ss.solve()
ss.show_reaction_force()
ss.show_axial_force()
ss.show_bending_moment()
from anastruct.fem.system import SystemElements
ss = SystemElements(EI=5e3, EA=1e5)
ss.add_element([0, 10])
ss.add_support_hinged(1)
ss.add_support_roll(2, 1)
ss.point_load(2, Fy=-1)
if __name__ == "__main__":
ss.solve(geometrical_non_linear=True, discretize_kwargs=dict(n=15))
print(ss.buckling_factor)
ss.show_displacement()
afstand_puntlast = overspanning * round(random.uniform(0.1, 0.9), 1)
puntlast = round(random.uniform(-2, -100), 1)
qlast = round(random.uniform(-10, -40), 1)
# De constructie bestaat uit 1 element, dus het traagheidsmoment en het oppervlakte van het profiel hebben geen
# invloed op de oplegreacties ed. Vandaar dat de stijfehedn ed voor het gemak zo worden verklaard.
ss = SystemElements(EA=EA, EI=EI)
# Construeren van het element. het element wordt in twee delen opgedeeld omdat Anastruct geen puntlast op afstanden
# tot knopen toe laat, maar alleen op knopen zelf.
ss.add_element(location=[[0, 0], [afstand_puntlast, 0]])
ss.add_element(location=[[afstand_puntlast, 0], [overspanning, 0]])
# Toevoegen van opleggingen. Een vast scharnier en een rolscharnier. het systeem is statisch bepaald.
ss.add_support_hinged(node_id=1)
ss.add_support_roll(node_id=3)
# Toevoegen van de lasten. De puntlast grijpt aan op de middelste knoop, een willekeurige afstand dus.
ss.point_load(node_id=2, Fz=puntlast)
ss.q_load(q=qlast, element_id=1)
# Uitrekenen van de constructie. De resultaten worden opgeslagen onder resultaten.
ss.solve()
resultaat = ss.get_element_results()
# Lijst om de maximale momenten in op te slaan. Daarna itereren over de elementen en de maximale momenten opslaan.
momenten = []
for element in resultaat:
momenten.append(element['Mmin'])
# Ittereren over alle HEA balken.
