86 lines
4.2 KiB
Text
86 lines
4.2 KiB
Text
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# --------------------------------------------------------------------------------------------------
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# Example 1. cantilever 2D
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# EQ ground motion with gravity
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# all units are in kip, inch, second
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# elasticBeamColumn ELEMENT
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# Silvia Mazzoni & Frank McKenna, 2006
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#
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# ^Y
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# 2 __
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# (1) 36'
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# =1= ---- -------->X
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#
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# SET UP ----------------------------------------------------------------------------
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wipe; # clear opensees model
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model basic -ndm 2 -ndf 3; # 2 dimensions, 3 dof per node
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file mkdir Data; # create data directory
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# define GEOMETRY -------------------------------------------------------------
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# nodal coordinates:
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node 1 0 0; # node#, X Y
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node 2 0 432
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# Single point constraints -- Boundary Conditions
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fix 1 1 1 1; # node DX DY RZ
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# nodal masses:
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mass 2 5.18 1.e-9 0.; # node#, Mx My Mz, Mass=Weight/g.
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# Define ELEMENTS -------------------------------------------------------------
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# define geometric transformation: performs a linear geometric transformation of beam stiffness and resisting force from the basic system to the global-coordinate system
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geomTransf Linear 1; # associate a tag to transformation
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# connectivity: (make A very large, 10e6 times its actual value)
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element elasticBeamColumn 1 1 2 3600000000 4227 1080000 1; # element elasticBeamColumn $eleTag $iNode $jNode $A $E $Iz $transfTag
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# Define RECORDERS -------------------------------------------------------------
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recorder Node -file Data/DFree.out -time -node 2 -dof 1 2 3 disp; # displacements of free nodes
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recorder Node -file Data/DBase.out -time -node 1 -dof 1 2 3 disp; # displacements of support nodes
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recorder Node -file Data/RBase.out -time -node 1 -dof 1 2 3 reaction; # support reaction
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recorder Drift -file Data/Drift.out -time -iNode 1 -jNode 2 -dof 1 -perpDirn 2 ; # lateral drift
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recorder Element -file Data/FCol.out -time -ele 1 globalForce; # element forces -- column
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recorder Element -file Data/DCol.out -time -ele 1 deformations; # element deformations -- column
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# define GRAVITY -------------------------------------------------------------
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pattern Plain 1 Linear {
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load 2 0. -2000. 0.; # node#, FX FY MZ -- superstructure-weight
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}
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constraints Plain; # how it handles boundary conditions
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numberer Plain; # renumber dof's to minimize band-width (optimization), if you want to
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system BandGeneral; # how to store and solve the system of equations in the analysis
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test NormDispIncr 1.0e-8 6 ; # determine if convergence has been achieved at the end of an iteration step
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algorithm Newton; # use Newton's solution algorithm: updates tangent stiffness at every iteration
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integrator LoadControl 0.1; # determine the next time step for an analysis, # apply gravity in 10 steps
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analysis Static # define type of analysis static or transient
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analyze 10; # perform gravity analysis
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loadConst -time 0.0; # hold gravity constant and restart time
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# DYNAMIC ground-motion analysis -------------------------------------------------------------
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# create load pattern
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set accelSeries "Series -dt 0.01 -filePath BM68elc.acc -factor 1"; # define acceleration vector from file (dt=0.01 is associated with the input file gm)
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pattern UniformExcitation 2 1 -accel $accelSeries; # define where and how (pattern tag, dof) acceleration is applied
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rayleigh 0. 0. 0. [expr 2*0.02/pow([eigen 1],0.5)]; # set damping based on first eigen mode
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# create the analysis
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wipeAnalysis; # clear previously-define analysis parameters
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constraints Plain; # how it handles boundary conditions
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numberer Plain; # renumber dof's to minimize band-width (optimization), if you want to
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system BandGeneral; # how to store and solve the system of equations in the analysis
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test NormDispIncr 1.0e-8 10; # determine if convergence has been achieved at the end of an iteration step
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algorithm Newton; # use Newton's solution algorithm: updates tangent stiffness at every iteration
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integrator Newmark 0.5 0.25 ; # determine the next time step for an analysis
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analysis Transient; # define type of analysis: time-dependent
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analyze 1000 0.02; # apply 1000 0.02-sec time steps in analysis
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puts "Done!"
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