Merge branch 'DKMQ' of https://github.com/JWock82/PyNite into DKMQ

Author: JWock82

Examples/Beam on Elastic Foundation.py

@@ -74,15 +74,15 @@
 renderer.render_model()
 
 # Find and print the largest displacement
-d_min = boef.Members['M1'].min_deflection('dy')
+d_min = boef.members['M1'].min_deflection('dy')
 print('Minimum deflection: ', round(d_min, 4), 'in')
 
 # Alternatively the line below could be used to get the largest nodal displacement in the model
 # It will be slightly less since there is no node at the midpoint of the member.
-# d_min = min([node.DY['Combo 1'] for node in boef.Nodes.values()])
+# d_min = min([node.DY['Combo 1'] for node in boef.nodes.values()])
 
 # Find and print the minimum moment
-M_min = boef.Members['M1'].min_moment('Mz')
-M_max = boef.Members['M1'].max_moment('Mz')
+M_min = boef.members['M1'].min_moment('Mz')
+M_max = boef.members['M1'].max_moment('Mz')
 print('Minimum moment: ', round(M_min), 'k-in')
 print('Maximum moment: ', round(M_max), 'k-in')

Examples/Braced Frame - Spring Supported.py

@@ -143,5 +143,5 @@
 
 # We should see upward displacement at N1 and downward displacement at N4 if
 # our springs worked correctly
-print('N1 displacement in Y =', braced_frame.Nodes['N1'].DY['1.2D+1.0W'])
-print('N4 displacement in Y =', braced_frame.Nodes['N4'].DY['1.2D+1.0W'])
+print('N1 displacement in Y =', braced_frame.nodes['N1'].DY['1.2D+1.0W'])
+print('N4 displacement in Y =', braced_frame.nodes['N4'].DY['1.2D+1.0W'])

Examples/Braced Frame - Tension Only.py

@@ -122,17 +122,17 @@
 # Plot the axial load diagrams for the braces. We should see no compression on
 # 'Brace2' and 64 kips on 'Brace1' if the tension-only analysis worked
 # correctly.
-braced_frame.Members['Brace1'].plot_axial(combo_name='1.2D+1.0W')
-braced_frame.Members['Brace2'].plot_axial(combo_name='1.2D+1.0W')
+braced_frame.members['Brace1'].plot_axial(combo_name='1.2D+1.0W')
+braced_frame.members['Brace2'].plot_axial(combo_name='1.2D+1.0W')
 
 # Report the frame reactions for the load combination '1.2D+1.0W'. We should
 # see a -50 kip horizontal reaction at node 'N1', and a zero kip reaction at
 # node 'N4' if the tension-only analysis worked correctly. Similarly, we
 print('1.2D+1.0W: N1 reaction FY =',
-      '{:.3f}'.format(braced_frame.Nodes['N1'].RxnFY['1.2D+1.0W']), 'kip')
+      '{:.3f}'.format(braced_frame.nodes['N1'].RxnFY['1.2D+1.0W']), 'kip')
 print('1.2D+1.0W: N1 reaction FX =',
-      '{:.3f}'.format(braced_frame.Nodes['N1'].RxnFX['1.2D+1.0W']), 'kip')
+      '{:.3f}'.format(braced_frame.nodes['N1'].RxnFX['1.2D+1.0W']), 'kip')
 print('1.2D+1.0W: N4 reaction FY =',
-      '{:.3f}'.format(braced_frame.Nodes['N4'].RxnFY['1.2D+1.0W']), 'kip')
+      '{:.3f}'.format(braced_frame.nodes['N4'].RxnFY['1.2D+1.0W']), 'kip')
 print('1.2D+1.0W: N4 reaction FX =',
-      '{:.3f}'.format(braced_frame.Nodes['N4'].RxnFX['1.2D+1.0W']), 'kip')
+      '{:.3f}'.format(braced_frame.nodes['N4'].RxnFX['1.2D+1.0W']), 'kip')

Examples/Circular Bin with Conical Hopper.py

@@ -29,15 +29,15 @@
 
 # Generate the mesh. The mesh would automatically be generated during analysis, but we want to
 # manipulate it now so we'll generate it in advance.
-model.Meshes['MSH1'].generate()
+model.meshes['MSH1'].generate()
 
 # Determine how many elements make up the circumference at the top of the hopper. This will
 # determine the number of elements making up the circumference of the cylindrical shell.
-n_hopper = model.Meshes['MSH1'].num_quads_outer
+n_hopper = model.meshes['MSH1'].num_quads_outer
 
 # Find an unused node and element name to start the cylinder off with
-first_node = 'N' + str(len(model.Nodes.values()) + 1)
-first_element = 'Q' + str(len(model.Quads.values()) + 1)
+first_node = 'N' + str(len(model.nodes.values()) + 1)
+first_element = 'Q' + str(len(model.quads.values()) + 1)
 
 # Add the cylindrical shell mesh
 model.add_cylinder_mesh('MSH2', mesh_size, r_shell, h_shell, t, 'Steel', kx_mod, ky_mod, center,
@@ -51,12 +51,12 @@
 # cProfile.run('model.merge_duplicate_nodes()', sort='cumtime')  
 
 # Add hydrostatic pressure to each element in the model
-for element in model.Quads.values():
+for element in model.quads.values():
     Yavg = (element.i_node.Y + element.j_node.Y + element.m_node.Y + element.n_node.Y)/4
     model.add_quad_surface_pressure(element.name, 62.4*(h_shell - Yavg), case='Hydrostatic')
 
 # Add supports at the springline
-for node in model.Nodes.values():
+for node in model.nodes.values():
     if round(node.Y, 10) == 0:
         model.def_support(node.name, True, True, True, False, False, False)
 

Examples/Moment Frame - Lateral Load.py

@@ -73,17 +73,17 @@
 Visualization.render_model(MomentFrame, annotation_size=5, deformed_shape=True, deformed_scale=50, combo_name='1.2D+1.0W')
 
 # Plot the moment diagram for the beam
-MomentFrame.Members['Beam'].plot_moment('Mz', combo_name='1.2D+1.0W')
+MomentFrame.members['Beam'].plot_moment('Mz', combo_name='1.2D+1.0W')
 
 # Plot the deflection of the column
-MomentFrame.Members['Col1'].plot_deflection('dy', combo_name='1.2D+1.0W')
+MomentFrame.members['Col1'].plot_deflection('dy', combo_name='1.2D+1.0W')
 
 # Find the maximum shear in the first column
-print('Column Shear Force:', MomentFrame.Members['Col1'].max_shear('Fy', combo_name='1.2D+1.0W'), 'kip')
+print('Column Shear Force:', MomentFrame.members['Col1'].max_shear('Fy', combo_name='1.2D+1.0W'), 'kip')
 
 # Find the frame lateral drift
 # Note that the deflections are stored as a dictionary in the node object by load combination, so [] are used instead of () below
-print('Frame Lateral Drift:', MomentFrame.Nodes['N2'].DX['1.2D+1.0W'], 'in')
+print('Frame Lateral Drift:', MomentFrame.nodes['N2'].DX['1.2D+1.0W'], 'in')
 
 # Find the maximum uplift reaction
-print('Left Support Y Reaction:', MomentFrame.Nodes['N1'].RxnFY['0.9D+1.0W'], 'kip')
+print('Left Support Y Reaction:', MomentFrame.nodes['N1'].RxnFY['0.9D+1.0W'], 'kip')

Examples/P-Delta Analysis.py

@@ -47,11 +47,11 @@
 renderer.render_model()
 
 # The moment at the base of the column
-calculated_moment = cantilever.Nodes['N1'].RxnMZ['Combo 1']
-calculated_moment2 = cantilever.Members['M1'].plot_moment('Mz', 'Combo 1', 100)
+calculated_moment = cantilever.nodes['N1'].RxnMZ['Combo 1']
+calculated_moment2 = cantilever.members['M1'].plot_moment('Mz', 'Combo 1', 100)
 
 # the deflection at the top of the column
-calculated_displacement = cantilever.Nodes['N6'].DX['Combo 1']*12
+calculated_displacement = cantilever.nodes['N6'].DX['Combo 1']*12
 
 # Calculate the AISC benchmark problem solution:
 alpha = (P*L**2/(E*I))**0.5

Examples/Rectangular Plate Bending - Qauds.py

@@ -30,15 +30,15 @@
 # PyNite automatically generates each mesh when it analyzes. Sometimes it's convenient to generate
 # the nodes and elements in the mesh in advance so that we can manipulate the mesh prior to
 # analysis.
-model.Meshes['MSH1'].generate()
+model.meshes['MSH1'].generate()
 
 # Step through each quadrilateral in the model
-for element in model.Quads.values():
+for element in model.quads.values():
     # Add loads to the element
     model.add_quad_surface_pressure(element.name, load, case='W')
 
 # Add fully fixed supports on all side of the wall
-for node in model.Nodes.values():
+for node in model.nodes.values():
     if (round(node.Y, 10) == 0 or round(node.Y, 10) == height or round(node.X, 10) == 0 or
         round(node.X, 10) == width):
         model.def_support(node.name, True, True, True, True, True, True)
@@ -97,7 +97,7 @@
 # the maximum moment.
 
 # Get the force vector for quad 101 for load combination '1.0W'
-f_vector = model.Quads['Q101'].f('1.0W')
+f_vector = model.quads['Q101'].f('1.0W')
 
 # The DKMQ element's force vector is arranged as follows:
 # ************************************************************************************************************************************************************
@@ -113,7 +113,7 @@
 Mx = f_vector[4, 0]
 
 # We can find the max My moment similarly from quad 6
-f_vector_11 = model.Quads['Q6'].f('1.0W')
+f_vector_11 = model.quads['Q6'].f('1.0W')
 My= f_vector_11[3, 0]
 
 # Now we'll convert these values to a force per unit length. The height and width of the plate is

Examples/Rectangular Tank Wall - Hydrostatic Loads.py

@@ -37,10 +37,10 @@
 
 # Generate the mesh prior to analysis. This step is optional, but it allows you to work with it to
 # it before analyzing.
-model.Meshes['MSH1'].generate()
+model.meshes['MSH1'].generate()
 
 # Step through each quadrilateral and rectangular plate in the model
-for element in list(model.Quads.values()) + list(model.Plates.values()):
+for element in list(model.quads.values()) + list(model.plates.values()):
 
     # Calculate the average elevation of the element based on the positions of its nodes
     Yavg = (element.i_node.Y + element.j_node.Y + element.m_node.Y + element.n_node.Y)/4
@@ -49,13 +49,13 @@
     if Yavg < HL:
 
         # Add hydrostatic loads to the element
-        if model.Meshes['MSH1'].element_type == 'Rect':
+        if model.meshes['MSH1'].element_type == 'Rect':
             model.add_plate_surface_pressure(element.name, 62.4*(HL - Yavg), case='F')
         else:
             model.add_quad_surface_pressure(element.name, 62.4*(HL - Yavg), case='F')
 
 # Add fully fixed supports at left, right, and bottom of the wall
-for node in model.Nodes.values():
+for node in model.nodes.values():
     if round(node.Y, 10) == 0 or round(node.X, 10) == 0 or round(node.X, 10) == width:
         model.def_support(node.name, True, True, True, True, True, True)
 
@@ -103,5 +103,5 @@
 # Print the maximum and minumum displacements
 D = E*t**3/(12*(1-nu**2))
 d = 0.00069*qo*a**4/D
-print('Max displacement: ', max([node.DZ['1.4F'] for node in model.Nodes.values()]))
+print('Max displacement: ', max([node.DZ['1.4F'] for node in model.nodes.values()]))
 print('Timoshenko Solution for displacement, d: ', d)

Examples/Shear Wall with Openings.py

@@ -35,33 +35,33 @@
                          origin=[0, 0, 0], plane='XY', element_type='Quad')
 
 # Add a 4' wide x 12' tall door opening to the mesh
-model.Meshes['MSH1'].add_rect_opening(name='Door 1', x_left=2*12, y_bott=0*12, width=4*12, height=12*12)
+model.meshes['MSH1'].add_rect_opening(name='Door 1', x_left=2*12, y_bott=0*12, width=4*12, height=12*12)
 
 # Add a 4' wide x 4' tall window opening to the mesh
-model.Meshes['MSH1'].add_rect_opening(name='Window 1', x_left=8*12, y_bott=8*12, width=4*12, height=4*12)
+model.meshes['MSH1'].add_rect_opening(name='Window 1', x_left=8*12, y_bott=8*12, width=4*12, height=4*12)
 
 # Add another 4' wide x 4' tall window opening to the mesh
-model.Meshes['MSH1'].add_rect_opening(name='Window 2', x_left=14*12, y_bott=8*12, width=4*12, height=4*12)
+model.meshes['MSH1'].add_rect_opening(name='Window 2', x_left=14*12, y_bott=8*12, width=4*12, height=4*12)
 
 # Add another 4' wide x 12' tall door opening to the mesh
-model.Meshes['MSH1'].add_rect_opening(name='Door 2', x_left=20*12, y_bott=0*12, width=4*12, height=12*12)
+model.meshes['MSH1'].add_rect_opening(name='Door 2', x_left=20*12, y_bott=0*12, width=4*12, height=12*12)
 
 # Generate the mesh now that we've defined all the openings. Pynite automatically generates all
 # meshes when analyzing, but generating it early with give us the chance to work with it prior to
 # analysis.
-model.Meshes['MSH1'].generate()
+model.meshes['MSH1'].generate()
 
 # Shear at the top of the wall
 V = 100  # kip
 
 # The shear at the top of the wall will be distributed evently to all the
 # nodes at the top of the wall. Determine how many nodes are at the top of the
 # wall.
-n = len([node for node in model.Nodes.values() if isclose(node.Y, height)])
+n = len([node for node in model.nodes.values() if isclose(node.Y, height)])
 v = V/n
 
 # Add supports and loads to the nodes
-for node in model.Nodes.values():
+for node in model.nodes.values():
 
     # Determine if the node is at the base of the wall
     if isclose(node.Y, 0):
@@ -96,7 +96,7 @@
 renderer.render_model()
 
 # Print the maximum displacement
-d_max = max([node.DX['Seismic'] for node in model.Nodes.values()])
+d_max = max([node.DX['Seismic'] for node in model.nodes.values()])
 print('Max displacement: ', d_max, 'in')
 print('Expected displacement from reference text: ', 7.623/E*t, 'in')
 print('Wall rigidity: ', V/d_max, 'kips/in')

Examples/Simple Beam - Factored Envelope.py

@@ -46,9 +46,9 @@
 # Visualization.render_model(simple_beam, annotation_size=10, deformed_shape=True, deformed_scale=30, render_loads=True, combo_name='1.2D+1.6L')
 
 # Plot the shear diagram with all load cases and max/min envelope
-x, M1 = simple_beam.Members['M1'].moment_array("Mz", n_points=400, combo_name='1.4D')
-_, M2 = simple_beam.Members['M1'].moment_array("Mz", n_points=400, combo_name='1.2D+1.6L')
-_, M3 = simple_beam.Members['M1'].moment_array("Mz", n_points=400, combo_name='1.2D+1.6S')
+x, M1 = simple_beam.members['M1'].moment_array("Mz", n_points=400, combo_name='1.4D')
+_, M2 = simple_beam.members['M1'].moment_array("Mz", n_points=400, combo_name='1.2D+1.6L')
+_, M3 = simple_beam.members['M1'].moment_array("Mz", n_points=400, combo_name='1.2D+1.6S')
 
 max_envelope = np.maximum(np.maximum(M1, M2), M3)
 min_envelope = np.minimum(np.minimum(M1, M2), M3)