def main():
truss = Domain(2,2,'test04')
truss.add_mat(Material1D.Bilinear,1,2.e5,200.,0.02)
truss.add_sec(Section.Truss,1,truss.mat[1],100.)
L = 1000.0
mass = [200.,200.,1e-9]
truss.add_node(1,(0.0,0.,0.),mass)
truss.add_node(2,(L ,0.,0.),mass)
truss.add_ele(Element.Truss2D,1,truss.sec[1],(truss.node[1],truss.node[2]))
dt = 0.01
t = np.linspace(dt,1.,int(1./dt))
F = -2.e4*1.2*np.sin(2.*np.pi/1.*t)
truss.add_load(1,truss.node[2],[1],[F],t)
truss.add_cons(1,truss.node[1],[1,2],[0.0,0.0])
truss.add_cons(2,truss.node[2],[2],[0.0])
truss.build_model()
# truss.apply_cons(0)
# analyse = Analysis.Analysis_Eigen(truss)
# analyse.execute(1)
analyse = Analysis.Analysis_NonLinear_Static(truss)
disp = NodeResult(truss,2,'deformation',1)
react = NodeResult(truss,1,'reaction',1)
analyse.results.append(disp)
analyse.results.append(react)
analyse.execute(len(F))
# print 'T = ',truss.T[0],'s.'
plot(disp.values,react.values,'-o');grid(1)
show()
return truss
def main():
truss = Domain(3,3,'test03')
truss.add_mat(Material1D.Material_Elastic,1,2.e5)
truss.add_sec(Section.Elastic_Truss,1,truss.mat[1],100.)
L = 1000.0
mass = [200.,200.,200.]
truss.add_node(1,(0.0,0.,0.),mass)
truss.add_node(2,(L ,0.,0.),mass)
truss.add_refpoint(1,(1.,1.,0.))
truss.add_ele(Element.Truss3D,1,truss.sec[1],(truss.node[1],truss.node[2]),truss.refp[1])
F = -4.e4*np.linspace(0.1,1,10)
truss.add_load(1,truss.node[2],[1],[F])
truss.add_cons(1,truss.node[1],[1,2,3],[0.0,0.0,0.0])
truss.add_cons(2,truss.node[2],[2,3],[0.0,0.0])
truss.build_model()
truss.apply_cons(0)
analyse = Analysis.Analysis_Eigen(truss)
analyse.execute(1)
analyse = Analysis.Analysis_Linear_Static(truss)
analyse.execute(10)
return truss
def main():
frame = Domain(2,3,'test07')
frame.add_mat(Material1D.Bilinear,1,2.e5,200.,0.01)
b = 200.
h = 400.
A = b*h
I = b*h**3/12.
frame.add_sec(Section.FiberSection2D,1)
frame.sec[1].add_rect(b,h,nb=1,nh=10,mat=frame.mat[1])
L = 3000.0
nmass = [200.0,200.0,1.e-9]
frame.add_node(1,(0.0,0.,0.),nmass)
frame.add_node(2,(L ,0.,0.),nmass)
nintp = 10
frame.add_ele(Element.Frame2D,1,frame.sec[1],(frame.node[1],frame.node[2]),nintp)
N = 10
t = np.linspace(1./N,1.,N)
F1 = -700.e3*t
# F1 = -8.e3*np.sin(2.*np.pi/4.*t)
# F2 = -6.e3*np.sin(2.*np.pi/4.*t)
frame.add_load(1,frame.node[2],[2],[F1],t)
frame.add_cons(1,frame.node[1],[1,2,3],[0.0,0.0,0.0])
frame.build_model()
# frame.apply_cons(0)
# analyse = Analysis.Analysis_Linear_Eigen(frame)
# analyse.execute(1)
# analyse = Analysis.Analysis_Linear_Static(frame)
analyse = Analysis.Analysis_NonLinear_Static(frame)
analyse.tol = 1e-6
analyse.maxiter = 10
disp = NodeResult(frame,2,'deformation',2)
react = NodeResult(frame,1,'reaction',2)
analyse.results.append(disp)
analyse.results.append(react)
# analyse.execute(6)
analyse.execute(len(t))
u = F1*L**3/2.e5/I/3.
# print ' Disp Moment'
# print 'nsapy %.6f %.6f'%(frame.U[-2], -frame.UF[2])
# print 'Theory %.6f %.6f'%( u[-1], F1[-1]*L)
for i in xrange(len(t)):
print t[i],disp.values[i]
pl.plot(disp.values,react.values,'-')
pl.plot(disp.values,-F1,'-')
pl.grid(1)
pl.show()
return frame
def main():
truss = Domain(2,2)
truss.add_mat(Material1D.Material_Elastic,1,1.)
truss.add_sec(Section.Section_Elastic,1,truss.mat[1],1.)
d = 1000.0
for i in range(7):
truss.add_node(11+i,(i*d,0,0),1.)
truss.add_node(21+i,(i*d,d,0),1.)
truss.add_ele(Element.Truss2D,'V-%d'%(1+i),truss.sec[1],(truss.node[11+i],truss.node[21+i]))
truss.add_load(1+i,truss.node[21+i],[2],[-1.])
truss.load[1].dof_value[0] = -.5
truss.load[7].dof_value[0] = -.5
truss.add_cons(1,truss.node[11],[1,2],[0.0,0.0])
truss.add_cons(2,truss.node[17],[1,2],[0.0,0.0])
for i in range(6):
truss.add_ele(Element.Truss2D,'H1-%d'%(1+i),truss.sec[1],(truss.node[11+i],truss.node[12+i]))
truss.add_ele(Element.Truss2D,'H2-%d'%(1+i),truss.sec[1],(truss.node[21+i],truss.node[22+i]))
if i < 3:
truss.add_ele(Element.Truss2D,'DL-%d'%(1+i),truss.sec[1],(truss.node[12+i],truss.node[21+i]))
else:
truss.add_ele(Element.Truss2D,'DR-%d'%(1+i),truss.sec[1],(truss.node[11+i],truss.node[22+i]))
truss.build_model()
truss.export_gmsh_scr_2d('truss')
analyse = Analysis.Analysis_Linear_Static(truss)
analyse.execute()
post = PostProcessor(truss)
post.get_all()
return truss
def main():
truss = Domain(2,2,'test05')
# truss.add_mat(Material1D.Material_Elastic,1,2.e5)
truss.add_mat(Material1D.Bilinear,1,2.e5,200.,0.05)
# truss.add_sec(Section.Section_Elastic_Truss,1,truss.mat[1],100.)
truss.add_sec(Section.Truss,1,truss.mat[1],100.)
L = 4500.0
l1 = 1500.0
l2 = 750.0
h = 500.0
nmass = [200.0,200.0,0.0]
truss.add_node(1,(0.0,0.,0.),nmass)
truss.add_node(2,(L,0.,0.),nmass)
truss.add_node(3,(l1,0.,0.),nmass)
truss.add_node(4,(l1+l2,0.,0.),nmass)
truss.add_node(5,(l1+2*l2,0.,0.),nmass)
truss.add_node(6,(l1,-h,0.),nmass)
truss.add_node(7,(l1+2*l2,-h,0.),nmass)
truss.add_ele(Element.Truss2D,1,truss.sec[1],(truss.node[1],truss.node[3]))
truss.add_ele(Element.Truss2D,2,truss.sec[1],(truss.node[3],truss.node[4]))
truss.add_ele(Element.Truss2D,3,truss.sec[1],(truss.node[4],truss.node[5]))
truss.add_ele(Element.Truss2D,4,truss.sec[1],(truss.node[5],truss.node[2]))
truss.add_ele(Element.Truss2D,5,truss.sec[1],(truss.node[1],truss.node[6]))
truss.add_ele(Element.Truss2D,6,truss.sec[1],(truss.node[6],truss.node[7]))
truss.add_ele(Element.Truss2D,7,truss.sec[1],(truss.node[7],truss.node[2]))
truss.add_ele(Element.Truss2D,8,truss.sec[1],(truss.node[3],truss.node[6]))
truss.add_ele(Element.Truss2D,9,truss.sec[1],(truss.node[6],truss.node[4]))
truss.add_ele(Element.Truss2D,10,truss.sec[1],(truss.node[4],truss.node[7]))
truss.add_ele(Element.Truss2D,11,truss.sec[1],(truss.node[7],truss.node[5]))
t = np.linspace(0.01,1,100)
# F1 = -8.e3*t*0.65
# F2 = -6.e3*t*0.65
F1 = -8.e3*np.sin(2.*np.pi/0.5*t)*0.65
F2 = -6.e3*np.sin(2.*np.pi/0.5*t)*0.65
truss.add_load(1,truss.node[3],[2],[F1],t-0.01)
truss.add_load(2,truss.node[4],[2],[F2],t-0.01)
truss.add_load(3,truss.node[5],[2],[F1],t-0.01)
truss.add_cons(1,truss.node[1],[1,2],[0.0,0.0])
truss.add_cons(2,truss.node[2],[2],[0.0,])
truss.build_model()
# truss.apply_cons(0)
# analyse = Analysis.Analysis_Linear_Eigen(truss)
# analyse.execute(1)
# analyse = Analysis.Analysis_Linear_Static(truss)
analyse = Analysis.Analysis_NonLinear_Static(truss)
disp = NodeResult(truss,6,'deformation',2)
react1 = NodeResult(truss,1,'reaction',2)
react2 = NodeResult(truss,2,'reaction',2)
analyse.results.append(disp)
analyse.results.append(react1)
analyse.results.append(react2)
analyse.tol = 1e-9
analyse.execute(len(t))
react = react1 + react2
pl.plot(disp.values,react.values,'-o')
pl.grid(1)
pl.show()
return truss
def main():
truss = Domain(2,2,'test02')
truss.add_mat(Material1D.Material_Elastic,1,2.e5)
# truss.add_mat(Material1D.Bilinear,1,2.e5,200.,0.02)
truss.add_sec(Section.Elastic_Truss,1,truss.mat[1],100.)
L = 4500.0
l1 = 1500.0
l2 = 750.0
h = 500.0
nmass = [200.0,200.0,200.0]
truss.add_node(1,(0.0,0.,0.),nmass)
truss.add_node(2,(L,0.,0.),nmass)
truss.add_node(3,(l1,0.,0.),nmass)
truss.add_node(4,(l1+l2,0.,0.),nmass)
truss.add_node(5,(l1+2*l2,0.,0.),nmass)
truss.add_node(6,(l1,-h,0.),nmass)
truss.add_node(7,(l1+2*l2,-h,0.),nmass)
truss.add_ele(Element.Truss2D,1,truss.sec[1],(truss.node[1],truss.node[3]))
truss.add_ele(Element.Truss2D,2,truss.sec[1],(truss.node[3],truss.node[4]))
truss.add_ele(Element.Truss2D,3,truss.sec[1],(truss.node[4],truss.node[5]))
truss.add_ele(Element.Truss2D,4,truss.sec[1],(truss.node[5],truss.node[2]))
truss.add_ele(Element.Truss2D,5,truss.sec[1],(truss.node[1],truss.node[6]))
truss.add_ele(Element.Truss2D,6,truss.sec[1],(truss.node[6],truss.node[7]))
truss.add_ele(Element.Truss2D,7,truss.sec[1],(truss.node[7],truss.node[2]))
truss.add_ele(Element.Truss2D,8,truss.sec[1],(truss.node[3],truss.node[6]))
truss.add_ele(Element.Truss2D,9,truss.sec[1],(truss.node[6],truss.node[4]))
truss.add_ele(Element.Truss2D,10,truss.sec[1],(truss.node[4],truss.node[7]))
truss.add_ele(Element.Truss2D,11,truss.sec[1],(truss.node[7],truss.node[5]))
t = np.linspace(0.01,1,100)
F1 = -8.e3*t
F2 = -6.e3*t
# F1 = -8.e3*np.sin(2.*np.pi/4.*t)
# F2 = -6.e3*np.sin(2.*np.pi/4.*t)
truss.add_load(1,truss.node[3],[2],[F1],t-0.01)
truss.add_load(2,truss.node[4],[2],[F2],t-0.01)
truss.add_load(3,truss.node[5],[2],[F1],t-0.01)
truss.add_cons(1,truss.node[1],[1,2],[0.0,0.0])
truss.add_cons(2,truss.node[2],[2],[0.0,])
truss.build_model()
# truss.apply_cons(0)
# analyse = Analysis.Analysis_Linear_Eigen(truss)
# analyse.execute(1)
analyse = Analysis.Analysis_Linear_Static(truss)
# analyse = Analysis.Analysis_NonLinear_Static(truss)
analyse.execute(len(t))
return truss
def main():
truss = Domain(2,2,'test01')
truss.add_mat(Material1D.Material_Elastic,1,2.e5)
truss.add_sec(Section.Elastic_Truss,1,truss.mat[1],100.)
L = 1000.0
mass = [200.,200.,0.]
truss.add_node(1,(0.0,0.,0.),mass)
truss.add_node(2,(L ,0.,0.),mass)
truss.add_ele(Element.Truss2D,1,truss.sec[1],(truss.node[1],truss.node[2]))
F = -4.e4*np.linspace(0.1,1,10)
truss.add_load(1,truss.node[2],[1],[F])
truss.add_cons(1,truss.node[1],[1,2],[0.0,0.0])
truss.add_cons(2,truss.node[2],[2],[0.0])
truss.build_model()
truss.apply_cons(0)
analyse = Analysis.Analysis_Eigen(truss)
analyse.execute(1)
analyse = Analysis.Analysis_Linear_Static(truss)
analyse.execute(10)
print 'T = ',truss.T[0],'s.'
print 'Element Disp = ',truss.ele[1].local_deformation[0],'mm.'
return truss
def main():
frame = Domain(2,3,'test06')
frame.add_mat(Material1D.Material_Elastic,1,2.e5)
b = 200.
h = 400.
A = b*h
I = b*h**3/12.
frame.add_sec(Section.Elastic_Frame2D,1,frame.mat[1],A,I)
L = 3000.0
nmass = [200.0,200.0,0.0]
frame.add_node(1,(0.0,0.,0.),nmass)
frame.add_node(2,(L ,0.,0.),nmass)
frame.add_ele(Element.Frame2D_Elastic,1,frame.sec[1],(frame.node[1],frame.node[2]))
t = np.linspace(0.1,1,10)
F1 = -10.e3*t
# F1 = -8.e3*np.sin(2.*np.pi/4.*t)
# F2 = -6.e3*np.sin(2.*np.pi/4.*t)
frame.add_load(1,frame.node[2],[2],[F1],t-.1)
frame.add_cons(1,frame.node[1],[1,2,3],[0.0,0.0,0.0])
frame.build_model()
# frame.apply_cons(0)
# analyse = Analysis.Analysis_Linear_Eigen(frame)
# analyse.execute(1)
analyse = Analysis.Analysis_Linear_Static(frame)
# analyse = Analysis.Analysis_NonLinear_Static(frame)
analyse.execute(len(t))
u = F1*L**3/2.e5/I/3.
print ' Disp Moment'
print 'nsapy %.6f %.6f'%(frame.U[-2], -frame.UF[2])
print 'Theory %.6f %.6f'%( u[-1], F1[-1]*L)
return frame