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Create test_SteelFrame2D example (#14)
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openseespy-pip/openseespy/postprocessing/test_plot/test_SteelFrame2D.py
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| ################################################################## | ||
| ## 2D steel frame example. | ||
| ## 3 story steel building with rigid beam-column connections. | ||
| ## This script uses W-section command inOpensees to create steel.. | ||
| ## .. beam-column fiber sections. | ||
| ## | ||
| ## By - Anurag Upadhyay, PhD Student, University of Utah. | ||
| ## Date - 08/06/2018 | ||
| ################################################################## | ||
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| print("=========================================================") | ||
| print("Start 2D Steel Frame Example") | ||
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| from openseespy.opensees import * | ||
| # from openseespy.postprocessing.Get_Rendering import * | ||
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| ############################################################################ | ||
| ### NOTE TO DEVELOPERS: | ||
| ## 1. Test this example for the new command you are developing or | ||
| ## editing. | ||
| ## 2. Replace the above line with your own Get_Rendering library under | ||
| ## development. For example see below, | ||
| ############################################################################ | ||
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| from Development_Get_Rendering import * | ||
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| import numpy as np | ||
| import matplotlib.pyplot as plt | ||
| import os | ||
| from math import asin, sqrt | ||
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| AnalysisType='Gravity' ; # Pushover Gravity | ||
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| ## ------------------------------ | ||
| ## Start of model generation | ||
| ## ----------------------------- | ||
| # remove existing model | ||
| wipe() | ||
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| # set modelbuilder | ||
| model('basic', '-ndm', 2, '-ndf', 3) | ||
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| import math | ||
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| ############################################ | ||
| ### Units and Constants ################### | ||
| ############################################ | ||
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| inch = 1; | ||
| kip = 1; | ||
| sec = 1; | ||
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| # Dependent units | ||
| sq_in = inch*inch; | ||
| ksi = kip/sq_in; | ||
| ft = 12*inch; | ||
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| # Constants | ||
| g = 386.2*inch/(sec*sec); | ||
| pi = math.acos(-1); | ||
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| ####################################### | ||
| ##### Dimensions | ||
| ####################################### | ||
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| # Dimensions Input | ||
| H_story=10.0*ft; | ||
| W_bayX=16.0*ft; | ||
| W_bayY_ab=5.0*ft+10.0*inch; | ||
| W_bayY_bc=8.0*ft+4.0*inch; | ||
| W_bayY_cd=5.0*ft+10.0*inch; | ||
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| # Calculated dimensions | ||
| W_structure=W_bayY_ab+W_bayY_bc+W_bayY_cd; | ||
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| ################ | ||
| ### Material | ||
| ################ | ||
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| # Steel02 Material | ||
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| matTag=1; | ||
| matConnAx=2; | ||
| matConnRot=3; | ||
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| Fy=60.0*ksi; # Yield stress | ||
| Es=29000.0*ksi; # Modulus of Elasticity of Steel | ||
| v=0.2; # Poisson's ratio | ||
| Gs=Es/(1+v); # Shear modulus | ||
| b=0.10; # Strain hardening ratio | ||
| params=[18.0,0.925,0.15] # R0,cR1,cR2 | ||
| R0=18.0 | ||
| cR1=0.925 | ||
| cR2=0.15 | ||
| a1=0.05 | ||
| a2=1.00 | ||
| a3=0.05 | ||
| a4=1.0 | ||
| sigInit=0.0 | ||
| alpha=0.05 | ||
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| uniaxialMaterial('Steel02', matTag, Fy, Es, b, R0, cR1, cR2, a1, a2, a3, a4, sigInit) | ||
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| # ################## | ||
| # ## Sections | ||
| # ################## | ||
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| colSecTag1=1; | ||
| colSecTag2=2; | ||
| beamSecTag1=3; | ||
| beamSecTag2=4; | ||
| beamSecTag3=5; | ||
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| # COMMAND: section('WFSection2d', secTag, matTag, d, tw, bf, tf, Nfw, Nff) | ||
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| section('WFSection2d', colSecTag1, matTag, 10.5*inch, 0.26*inch, 5.77*inch, 0.44*inch, 15, 16) # outer Column | ||
| section('WFSection2d', colSecTag2, matTag, 10.5*inch, 0.26*inch, 5.77*inch, 0.44*inch, 15, 16) # Inner Column | ||
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| section('WFSection2d', beamSecTag1, matTag, 8.3*inch, 0.44*inch, 8.11*inch, 0.685*inch, 15, 15) # outer Beam | ||
| section('WFSection2d', beamSecTag2, matTag, 8.2*inch, 0.40*inch, 8.01*inch, 0.650*inch, 15, 15) # Inner Beam | ||
| section('WFSection2d', beamSecTag3, matTag, 8.0*inch, 0.40*inch, 7.89*inch, 0.600*inch, 15, 15) # Inner Beam | ||
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| # Beam size - W10x26 | ||
| Abeam=7.61*inch*inch; | ||
| IbeamY=144.*(inch**4); # Inertia along horizontal axis | ||
| IbeamZ=14.1*(inch**4); # inertia along vertical axis | ||
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| # BRB input data | ||
| Acore=2.25*inch; | ||
| Aend=10.0*inch; | ||
| LR_BRB=0.55; | ||
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| # ########################### | ||
| # ##### Nodes | ||
| # ########################### | ||
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| # Create All main nodes | ||
| node(1, 0.0, 0.0) | ||
| node(2, W_bayX, 0.0) | ||
| node(3, 2*W_bayX, 0.0) | ||
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| node(11, 0.0, H_story) | ||
| node(12, W_bayX, H_story) | ||
| node(13, 2*W_bayX, H_story) | ||
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| node(21, 0.0, 2*H_story) | ||
| node(22, W_bayX, 2*H_story) | ||
| node(23, 2*W_bayX, 2*H_story) | ||
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| node(31, 0.0, 3*H_story) | ||
| node(32, W_bayX, 3*H_story) | ||
| node(33, 2*W_bayX, 3*H_story) | ||
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| # Beam Connection nodes | ||
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| node(1101, 0.0, H_story) | ||
| node(1201, W_bayX, H_story) | ||
| node(1202, W_bayX, H_story) | ||
| node(1301, 2*W_bayX, H_story) | ||
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| node(2101, 0.0, 2*H_story) | ||
| node(2201, W_bayX, 2*H_story) | ||
| node(2202, W_bayX, 2*H_story) | ||
| node(2301, 2*W_bayX, 2*H_story) | ||
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| node(3101, 0.0, 3*H_story) | ||
| node(3201, W_bayX, 3*H_story) | ||
| node(3202, W_bayX, 3*H_story) | ||
| node(3301, 2*W_bayX, 3*H_story) | ||
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| # ############### | ||
| # Constraints | ||
| # ############### | ||
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| fix(1, 1, 1, 1) | ||
| fix(2, 1, 1, 1) | ||
| fix(3, 1, 1, 1) | ||
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| # ####################### | ||
| # ### Elements | ||
| # ####################### | ||
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| # ### Assign beam-integration tags | ||
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| ColIntTag1=1; | ||
| ColIntTag2=2; | ||
| BeamIntTag1=3; | ||
| BeamIntTag2=4; | ||
| BeamIntTag3=5; | ||
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| beamIntegration('Lobatto', ColIntTag1, colSecTag1, 4) | ||
| beamIntegration('Lobatto', ColIntTag2, colSecTag2, 4) | ||
| beamIntegration('Lobatto', BeamIntTag1, beamSecTag1, 4) | ||
| beamIntegration('Lobatto', BeamIntTag2, beamSecTag2, 4) | ||
| beamIntegration('Lobatto', BeamIntTag3, beamSecTag3, 4) | ||
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| # Assign geometric transformation | ||
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| ColTransfTag=1 | ||
| BeamTranfTag=2 | ||
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| geomTransf('PDelta', ColTransfTag) | ||
| geomTransf('Linear', BeamTranfTag) | ||
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| # Assign Elements ############## | ||
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| # ## Add non-linear column elements | ||
| element('forceBeamColumn', 1, 1, 11, ColTransfTag, ColIntTag1, '-mass', 0.0) | ||
| element('forceBeamColumn', 2, 2, 12, ColTransfTag, ColIntTag2, '-mass', 0.0) | ||
| element('forceBeamColumn', 3, 3, 13, ColTransfTag, ColIntTag1, '-mass', 0.0) | ||
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| element('forceBeamColumn', 11, 11, 21, ColTransfTag, ColIntTag1, '-mass', 0.0) | ||
| element('forceBeamColumn', 12, 12, 22, ColTransfTag, ColIntTag2, '-mass', 0.0) | ||
| element('forceBeamColumn', 13, 13, 23, ColTransfTag, ColIntTag1, '-mass', 0.0) | ||
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| element('forceBeamColumn', 21, 21, 31, ColTransfTag, ColIntTag1, '-mass', 0.0) | ||
| element('forceBeamColumn', 22, 22, 32, ColTransfTag, ColIntTag2, '-mass', 0.0) | ||
| element('forceBeamColumn', 23, 23, 33, ColTransfTag, ColIntTag1, '-mass', 0.0) | ||
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| # ### Add linear main beam elements, along x-axis | ||
| #element('elasticBeamColumn', 101, 1101, 1201, Abeam, Es, Gs, Jbeam, IbeamY, IbeamZ, beamTransfTag, '-mass', 0.0) | ||
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| element('forceBeamColumn', 101, 1101, 1201, BeamTranfTag, BeamIntTag1, '-mass', 0.0) | ||
| element('forceBeamColumn', 102, 1202, 1301, BeamTranfTag, BeamIntTag1, '-mass', 0.0) | ||
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| element('forceBeamColumn', 201, 2101, 2201, BeamTranfTag, BeamIntTag2, '-mass', 0.0) | ||
| element('forceBeamColumn', 202, 2202, 2301, BeamTranfTag, BeamIntTag2, '-mass', 0.0) | ||
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| element('forceBeamColumn', 301, 3101, 3201, BeamTranfTag, BeamIntTag3, '-mass', 0.0) | ||
| element('forceBeamColumn', 302, 3202, 3301, BeamTranfTag, BeamIntTag3, '-mass', 0.0) | ||
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| # Assign constraints between beam end nodes and column nodes (RIgid beam column connections) | ||
| equalDOF(11, 1101, 1,2,3) | ||
| equalDOF(12, 1201, 1,2,3) | ||
| equalDOF(12, 1202, 1,2,3) | ||
| equalDOF(13, 1301, 1,2,3) | ||
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| equalDOF(21, 2101, 1,2,3) | ||
| equalDOF(22, 2201, 1,2,3) | ||
| equalDOF(22, 2202, 1,2,3) | ||
| equalDOF(23, 2301, 1,2,3) | ||
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| equalDOF(31, 3101, 1,2,3) | ||
| equalDOF(32, 3201, 1,2,3) | ||
| equalDOF(32, 3202, 1,2,3) | ||
| equalDOF(33, 3301, 1,2,3) | ||
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| AllNodes = getNodeTags() | ||
| massX = 0.49 | ||
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| for nodes in AllNodes: | ||
| mass(nodes, massX, massX, 0.00001) | ||
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| ################ | ||
| ## Gravity Load | ||
| ################ | ||
| # create TimeSeries | ||
| timeSeries("Linear", 1) | ||
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| # create a plain load pattern | ||
| pattern("Plain", 1, 1) | ||
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| # Create the nodal load | ||
| load(11, 0.0, -5.0*kip, 0.0) | ||
| load(12, 0.0, -6.0*kip, 0.0) | ||
| load(13, 0.0, -5.0*kip, 0.0) | ||
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| load(21, 0., -5.*kip, 0.0) | ||
| load(22, 0., -6.*kip,0.0) | ||
| load(23, 0., -5.*kip, 0.0) | ||
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| load(31, 0., -5.*kip, 0.0) | ||
| load(32, 0., -6.*kip, 0.0) | ||
| load(33, 0., -5.*kip, 0.0) | ||
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| nodeList = getNodeTags() | ||
| eleList = getEleTags() | ||
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| plot_model("nodes", "elements") | ||
| plot_modeshape(3, 100) | ||
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| ############################### | ||
| ### PUSHOVER ANALYSIS | ||
| ############################### | ||
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| if(AnalysisType=="Pushover"): | ||
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| print("<<<< Running Pushover Analysis >>>>") | ||
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| # Create load pattern for pushover analysis | ||
| # create a plain load pattern | ||
| pattern("Plain", 2, 1) | ||
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| load(11, 1.61, 0.0, 0.0) | ||
| load(21, 3.22, 0.0, 0.0) | ||
| load(31, 4.83, 0.0, 0.0) | ||
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| ControlNode=31 | ||
| ControlDOF=1 | ||
| MaxDisp=0.15*H_story | ||
| DispIncr=0.1 | ||
| NstepsPush=int(MaxDisp/DispIncr) | ||
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| system("ProfileSPD") | ||
| numberer("Plain") | ||
| constraints("Plain") | ||
| integrator("DisplacementControl", ControlNode, ControlDOF, DispIncr) | ||
| algorithm("Newton") | ||
| test('NormUnbalance',1e-8, 10) | ||
| analysis("Static") | ||
| analyze(NstepsPush): | ||
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| print("Pushover analysis complete") |