139 lines
7.2 KiB
Text
139 lines
7.2 KiB
Text
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# --------------------------------------------------------------------------------------------------
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# Example 3. 2D Cantilever -- Build Model
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# nonlinearBeamColumn element, inelastic fiber 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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# 2 __
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# (1) LCol
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# =1= _|_ -------->X
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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 for data directory
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file mkdir $dataDir/; # create data directory
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set GMdir "../GMfiles"; # ground-motion file directory
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# define UNITS ----------------------------------------------------------------------------
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set in 1.; # define basic units -- output units
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set kip 1.; # define basic units -- output units
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set sec 1.; # define basic units -- output units
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set LunitTXT "inch"; # define basic-unit text for output
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set FunitTXT "kip"; # define basic-unit text for output
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set TunitTXT "sec"; # define basic-unit text for output
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set ft [expr 12.*$in]; # define engineering units
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set ksi [expr $kip/pow($in,2)];
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set psi [expr $ksi/1000.];
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set lbf [expr $psi*$in*$in]; # pounds force
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set pcf [expr $lbf/pow($ft,3)]; # pounds per cubic foot
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set in2 [expr $in*$in]; # inch^2
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set in4 [expr $in*$in*$in*$in]; # inch^4
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set cm [expr $in/2.54]; # centimeter, needed for displacement input in MultipleSupport excitation
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set PI [expr 2*asin(1.0)]; # define constants
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set g [expr 32.2*$ft/pow($sec,2)]; # gravitational acceleration
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set Ubig 1.e10; # a really large number
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set Usmall [expr 1/$Ubig]; # a really small number
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# define GEOMETRY -------------------------------------------------------------
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set LCol [expr 36*$ft]; # column length
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set Weight [expr 2000.*$kip]; # superstructure weight
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# define section geometry
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set HCol [expr 5.*$ft]; # Column Depth
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set BCol [expr 5.*$ft]; # Column Width
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# calculated parameters
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set PCol [expr $Weight]; # nodal dead-load weight per column
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set Mass [expr $PCol/$g]; # nodal mass
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# calculated geometry parameters
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set ACol [expr $BCol*$HCol]; # cross-sectional area
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set IzCol [expr 1./12.*$BCol*pow($HCol,3)]; # Column 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 0 $LCol
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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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# we need to set up parameters that are particular to the model.
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set IDctrlNode 2; # node where displacement is read for displacement control
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set IDctrlDOF 1; # degree of freedom of displacement read for displacement control
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set iSupportNode "1"; # define support node, if needed.
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# nodal masses:
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mass 2 $Mass 1e-9 0.; # node#, Mx My Mz, Mass=Weight/g, neglect rotational inertia at nodes
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# Define ELEMENTS & SECTIONS -------------------------------------------------------------
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set ColMatTagFlex 2; # assign a tag number to the column flexural behavior
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set ColMatTagAxial 3; # assign a tag number to the column axial behavior
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set ColSecTag 1; # assign a tag number to the column section tag
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set BeamSecTag 2; # assign a tag number to the beam section tag
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# MATERIAL parameters
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set fc [expr -4*$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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# 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 ColTransfType Linear ; # options, Linear PDelta Corotational
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geomTransf $ColTransfType $ColTransfTag ;
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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 2 $numIntgrPts $ColSecTag $ColTransfTag; # self-explanatory when using variables
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# Define RECORDERS -------------------------------------------------------------
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recorder Node -file $dataDir/DFree.out -time -node 2 -dof 1 2 3 disp; # displacements of free nodes
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recorder Node -file $dataDir/DBase.out -time -node 1 -dof 1 2 3 disp; # displacements of support nodes
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recorder Node -file $dataDir/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 $dataDir/FCol.out -time -ele 2 globalForce; # element forces -- column
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recorder Element -file $dataDir/ForceColSec1.out -time -ele 1 section 1 force; # Column section forces, axial and moment, node i
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recorder Element -file $dataDir/DefoColSec1.out -time -ele 1 section 1 deformation; # section deformations, axial and curvature, node i
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recorder Element -file $dataDir/ForceColSec$numIntgrPts.out -time -ele 1 section $numIntgrPts force; # section forces, axial and moment, node j
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recorder Element -file $dataDir/DefoColSec$numIntgrPts.out -time -ele 1 section $numIntgrPts deformation; # section deformations, axial and curvature, node j
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recorder Element -xml $dataDir/PlasticRotation.out -time -ele 1 plasticRotation; # section deformations, axial and curvature, node j
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# define GRAVITY -------------------------------------------------------------
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pattern Plain 1 Linear {
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load 2 0 -$PCol 0
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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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