feat: initial otko import
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examples/data/Ex4.Portal2D.build.InelasticSection.tcl.txt
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139
examples/data/Ex4.Portal2D.build.InelasticSection.tcl.txt
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# --------------------------------------------------------------------------------------------------
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# Example4. 2D Portal Frame-- Build Model
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# nonlinearBeamColumn element, uniaxial inelastic section
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# Silvia Mazzoni & Frank McKenna, 2006
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#
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# ^Y
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# |
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# 3_________(3)________4 __
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# | | |
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# | | |
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# | | |
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# (1) (2) LCol
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# | | |
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# | | |
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# | | |
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# =1= =2= _|_ -------->X
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# |----------LBeam------------|
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#
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# SET UP ----------------------------------------------------------------------------
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wipe; # clear memory of all past model definitions
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model BasicBuilder -ndm 2 -ndf 3; # Define the model builder, ndm=#dimension, ndf=#dofs
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set dataDir Data; # set up name of data directory
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file mkdir $dataDir; # create data directory
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set GMdir "GMfiles"; # ground-motion file directory
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source LibUnits.tcl; # define basic and system units
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# define GEOMETRY -------------------------------------------------------------
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set LCol [expr 36*$ft]; # column length
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set LBeam [expr 42*$ft]; # beam length
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set Weight [expr 4000.*$kip]; # superstructure weight
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# define section geometry
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set HCol [expr 5.*$ft]; # Column Depth
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set BCol [expr 4.*$ft]; # Column Width
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set HBeam [expr 8.*$ft]; # Beam Depth
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set BBeam [expr 5.*$ft]; # Beam Width
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# calculated parameters
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set PCol [expr $Weight/2]; # nodal dead-load weight per column
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set Mass [expr $PCol/$g]; # nodal mass
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set MCol [expr 1./12.*($Weight/$LBeam)*pow($LBeam,2)]; # beam-end moment due to distributed load.
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# calculated geometry parameters
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set ACol [expr $BCol*$HCol]; # cross-sectional area
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set ABeam [expr $BBeam*$HBeam];
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set IzCol [expr 1./12.*$BCol*pow($HCol,3)]; # Column moment of inertia
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set IzBeam [expr 1./12.*$BBeam*pow($HBeam,3)]; # Beam moment of inertia
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# nodal coordinates:
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node 1 0 0; # node#, X, Y
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node 2 $LBeam 0
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node 3 0 $LCol
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node 4 $LBeam $LCol
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# Single point constraints -- Boundary Conditions
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fix 1 1 1 0; # node DX DY RZ
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fix 2 1 1 0; # node DX DY RZ
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fix 3 0 0 0
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fix 4 0 0 0
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# nodal masses:
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mass 3 $Mass 0. 0.; # node#, Mx My Mz, Mass=Weight/g, neglect rotational inertia at nodes
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mass 4 $Mass 0. 0.
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# Define ELEMENTS & SECTIONS -------------------------------------------------------------
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set ColMatTagFlex 2; # assign a tag number to the column flexural behavior
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set ColMatTagAxial 3; # assign a tag number to the column axial behavior
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set ColSecTag 1; # assign a tag number to the column section tag
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set BeamSecTag 2; # assign a tag number to the beam section tag
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# MATERIAL parameters
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set fc [expr -4*$ksi]; # CONCRETE Compressive Strength (+Tension, -Compression)
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set Ec [expr 57*$ksi*sqrt(-$fc/$psi)]; # Concrete Elastic Modulus
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# COLUMN section
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# calculated stiffness parameters
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set EICol [expr $Ec*$IzCol]; # EI, for moment-curvature relationship
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set EACol [expr $Ec*$ACol]; # EA, for axial-force-strain relationship
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set MyCol [expr 130000*$kip*$in]; # yield moment
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set PhiYCol [expr 0.65e-4/$in]; # yield curvature
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set EIColCrack [expr $MyCol/$PhiYCol]; # cracked section inertia
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set b 0.01 ; # strain-hardening ratio (ratio between post-yield tangent and initial elastic tangent)
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uniaxialMaterial Steel01 $ColMatTagFlex $MyCol $EIColCrack $b; # bilinear behavior for flexure
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uniaxialMaterial Elastic $ColMatTagAxial $EACol; # this is not used as a material, this is an axial-force-strain response
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section Aggregator $ColSecTag $ColMatTagAxial P $ColMatTagFlex Mz; # combine axial and flexural behavior into one section (no P-M interaction here)
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# BEAM section:
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section Elastic $BeamSecTag $Ec $ABeam $IzBeam; # elastic beam section
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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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set ColTransfTag 1; # associate a tag to column transformation
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set BeamTransfTag 2; # associate a tag to beam transformation (good practice to keep col and beam separate)
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set ColTransfType Linear ; # options, Linear PDelta Corotational
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geomTransf $ColTransfType $ColTransfTag ; # only columns can have PDelta effects (gravity effects)
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geomTransf Linear $BeamTransfTag ;
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# element connectivity:
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set numIntgrPts 5; # number of integration points for force-based element
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element nonlinearBeamColumn 1 1 3 $numIntgrPts $ColSecTag $ColTransfTag; # self-explanatory when using variables
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element nonlinearBeamColumn 2 2 4 $numIntgrPts $ColSecTag $ColTransfTag;
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element nonlinearBeamColumn 3 3 4 $numIntgrPts $BeamSecTag $BeamTransfTag;
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# Define RECORDERS -------------------------------------------------------------
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recorder Node -file $dataDir/DFree.out -time -node 3 4 -dof 1 2 3 disp; # displacements of free nodes
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recorder Node -file $dataDir/DBase.out -time -node 1 2 -dof 1 2 3 disp; # displacements of support nodes
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recorder Node -file $dataDir/RBase.out -time -node 1 2 -dof 1 2 3 reaction; # support reaction
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recorder Drift -file $dataDir/Drift.out -time -iNode 1 2 -jNode 3 4 -dof 1 -perpDirn 2 ; # lateral drift
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recorder Element -file $dataDir/FCol.out -time -ele 1 2 globalForce; # element forces -- column
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recorder Element -file $dataDir/FBeam.out -time -ele 3 globalForce; # element forces -- beam
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recorder Element -file $dataDir/ForceColSec1.out -time -ele 1 2 section 1 force; # Column section forces, axial and moment, node i
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recorder Element -file $dataDir/DefoColSec1.out -time -ele 1 2 section 1 deformation; # section deformations, axial and curvature, node i
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recorder Element -file $dataDir/ForceColSec$numIntgrPts.out -time -ele 1 2 section $numIntgrPts force; # section forces, axial and moment, node j
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recorder Element -file $dataDir/DefoColSec$numIntgrPts.out -time -ele 1 2 section $numIntgrPts deformation; # section deformations, axial and curvature, node j
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recorder Element -file $dataDir/ForceBeamSec1.out -time -ele 3 section 1 force; # Beam section forces, axial and moment, node i
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recorder Element -file $dataDir/DefoBeamSec1.out -time -ele 3 section 1 deformation; # section deformations, axial and curvature, node i
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recorder Element -file $dataDir/ForceBeamSec$numIntgrPts.out -time -ele 3 section $numIntgrPts force; # section forces, axial and moment, node j
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recorder Element -file $dataDir/DefoBeamSec$numIntgrPts.out -time -ele 3 section $numIntgrPts deformation; # section deformations, axial and curvature, node j
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# define GRAVITY -------------------------------------------------------------
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set WzBeam [expr $Weight/$LBeam];
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pattern Plain 1 Linear {
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eleLoad -ele 3 -type -beamUniform -$WzBeam ; # distributed superstructure-weight on beam
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}
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# Gravity-analysis parameters -- load-controlled static analysis
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set Tol 1.0e-8; # convergence tolerance for test
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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 $Tol 6 ; # determine if convergence has been achieved at the end of an iteration step
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algorithm Newton; # use Newton's solution algorithm: updates tangent stiffness at every iteration
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set NstepGravity 10; # apply gravity in 10 steps
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set DGravity [expr 1./$NstepGravity]; # first load increment;
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integrator LoadControl $DGravity; # determine the next time step for an analysis
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analysis Static; # define type of analysis static or transient
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analyze $NstepGravity; # apply gravity
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# ------------------------------------------------- maintain constant gravity loads and reset time to zero
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loadConst -time 0.0
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puts "Model Built"
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