hello everyone,
I want to apply zerolengthsection element to the example: http://opensees.berkeley.edu/wiki/index ... with_units
# --------------------------------------------------------------------------------------------------
# Example 3. 2D Cantilever -- Build Model
# nonlinearBeamColumn element, uniaxial inelastic section
# Silvia Mazzoni & Frank McKenna, 2006
#
# ^Y
# |
# 3 __
# | |
# | |
# | |
# (2) LCol
# | |
# | |
# 2|(1) |
# =1= _|_ -------->X
#
# SET UP ----------------------------------------------------------------------------
wipe; # clear memory of all past model definitions
logFile log.out
model BasicBuilder -ndm 2 -ndf 3; # Define the model builder, ndm=#dimension, ndf=#dofs
set dataDir Data; # set up name for data directory
file mkdir $dataDir/; # create data directory
set GMdir "../GMfiles"; # ground-motion file directory
# define UNITS ----------------------------------------------------------------------------
set in 1.; # define basic units -- output units
set kip 1.; # define basic units -- output units
set sec 1.; # define basic units -- output units
set LunitTXT "inch"; # define basic-unit text for output
set FunitTXT "kip"; # define basic-unit text for output
set TunitTXT "sec"; # define basic-unit text for output
set ft [expr 12.*$in]; # define engineering units
set ksi [expr $kip/pow($in,2)];
set psi [expr $ksi/1000.];
set lbf [expr $psi*$in*$in]; # pounds force
set pcf [expr $lbf/pow($ft,3)]; # pounds per cubic foot
set in2 [expr $in*$in]; # inch^2
set in4 [expr $in*$in*$in*$in]; # inch^4
set cm [expr $in/2.54]; # centimeter, needed for displacement input in MultipleSupport excitation
set PI [expr 2*asin(1.0)]; # define constants
set g [expr 32.2*$ft/pow($sec,2)]; # gravitational acceleration
set Ubig 1.e10; # a really large number
set Usmall [expr 1/$Ubig]; # a really small number
# define GEOMETRY -------------------------------------------------------------
set LCol [expr 36*$ft]; # column length
set Weight [expr 2000.*$kip]; # superstructure weight
# define section geometry
set HCol [expr 5.*$ft]; # Column Depth
set BCol [expr 5.*$ft]; # Column Width
# calculated parameters
set PCol [expr $Weight]; # nodal dead-load weight per column
set Mass [expr $PCol/$g]; # nodal mass
# calculated geometry parameters
set ACol [expr $BCol*$HCol]; # cross-sectional area
set IzCol [expr 1./12.*$BCol*pow($HCol,3)]; # Column moment of inertia
# nodal coordinates:
node 1 0 0; # node#, X, Y
node 2 0 0;
node 3 0 $LCol;
# Single point constraints -- Boundary Conditions
fix 1 1 1 1; # node DX DY RZ
fix 2 1 1 0;
# equalDOF 1 2 1; # equalDOF $rNodeTag $cNodeTag $dof1 $dof2 ...
# we need to set up parameters that are particular to the model.
set IDctrlNode 3; # node where displacement is read for displacement control
set IDctrlDOF 1; # degree of freedom of displacement read for displacement control
set iSupportNode "1"; # define support node, if needed.
# nodal masses:
mass 3 $Mass 1e-9 0.; # node#, Mx My Mz, Mass=Weight/g, neglect rotational inertia at nodes
# Define ELEMENTS & SECTIONS -------------------------------------------------------------
set ColSecTag 1; # assign a tag number to the column section
# define section geometry
set coverCol [expr 5.*$in]; # Column cover to reinforcing steel NA.
set numBarsCol 20; # number of longitudinal-reinforcement bars in column. (symmetric top & bot)
set barAreaCol [expr 2.25*$in2]; # area of longitudinal-reinforcement bars
# MATERIAL parameters -------------------------------------------------------------------
set IDconcU 1; # material ID tag -- unconfined cover concrete
set IDreinf 2; # material ID tag -- reinforcement
# nominal concrete compressive strength
set fc [expr -4.0*$ksi]; # CONCRETE Compressive Strength, ksi (+Tension, -Compression)
set Ec [expr 57*$ksi*sqrt(-$fc/$psi)]; # Concrete Elastic Modulus
# unconfined concrete
set fc1U $fc; # UNCONFINED concrete (todeschini parabolic model), maximum stress
set eps1U -0.003; # strain at maximum strength of unconfined concrete
set fc2U [expr 0.2*$fc1U]; # ultimate stress
set eps2U -0.01; # strain at ultimate stress
set lambda 0.1; # ratio between unloading slope at $eps2 and initial slope $Ec
# tensile-strength properties
set ftU [expr -0.14*$fc1U]; # tensile strength +tension
set Ets [expr $ftU/0.002]; # tension softening stiffness
# -----------
set Fy [expr 66.8*$ksi]; # STEEL yield stress
set Es [expr 29000.*$ksi]; # modulus of steel
set Bs 0.01; # strain-hardening ratio
set R0 18; # control the transition from elastic to plastic branches
set cR1 0.925; # control the transition from elastic to plastic branches
set cR2 0.15; # control the transition from elastic to plastic branches
uniaxialMaterial Concrete02 $IDconcU $fc1U $eps1U $fc2U $eps2U $lambda $ftU $Ets; # build cover concrete (unconfined)
uniaxialMaterial Steel02 $IDreinf $Fy $Es $Bs $R0 $cR1 $cR2; # build reinforcement material
# FIBER SECTION properties -------------------------------------------------------------
# symmetric section
# y
# ^
# |
# --------------------- -- --
# | o o o | | -- cover
# | | |
# | | |
# z <--- | + | H
# | | |
# | | |
# | o o o | | -- cover
# --------------------- -- --
# |-------- B --------|
#
# RC section:
set coverY [expr $HCol/2.0]; # The distance from the section z-axis to the edge of the cover concrete -- outer edge of cover concrete
set coverZ [expr $BCol/2.0]; # The distance from the section y-axis to the edge of the cover concrete -- outer edge of cover concrete
set coreY [expr $coverY-$coverCol]
set coreZ [expr $coverZ-$coverCol]
set nfY 16; # number of fibers for concrete in y-direction
set nfZ 4; # number of fibers for concrete in z-direction
section fiberSec $ColSecTag {; # Define the fiber section
patch quadr $IDconcU $nfZ $nfY -$coverY $coverZ -$coverY -$coverZ $coverY -$coverZ $coverY $coverZ; # Define the concrete patch
layer straight $IDreinf $numBarsCol $barAreaCol -$coreY $coreZ -$coreY -$coreZ; # top layer reinfocement
layer straight $IDreinf $numBarsCol $barAreaCol $coreY $coreZ $coreY -$coreZ; # bottom layer reinforcement
}; # end of fibersection definition
# define geometric transformation: performs a linear geometric transformation of beam stiffness and resisting force from the basic system to the global-coordinate system
set ColTransfTag 1; # associate a tag to column transformation
set ColTransfType Linear ; # options, Linear PDelta Corotational
geomTransf $ColTransfType $ColTransfTag ;
# element connectivity:
set numIntgrPts 5; # number of integration points for force-based element
element nonlinearBeamColumn 2 2 3 $numIntgrPts $ColSecTag $ColTransfTag; # self-explanatory when using variables
element zeroLengthSection 1 1 2 $ColSecTag -orient 0 1 0 0 0 -1;
# Define RECORDERS -------------------------------------------------------------
# recorder Node -file $dataDir/DFree.out -time -node 3 -dof 1 2 3 disp; # displacements of free nodes
# recorder Node -file $dataDir/DBase.out -time -node 1 -dof 1 2 3 disp; # displacements of support nodes
# recorder Node -file $dataDir/RBase.out -time -node 1 -dof 1 2 3 reaction; # support reaction
# recorder Drift -file $dataDir/Drift.out -time -iNode 1 -jNode 3 -dof 1 -perpDirn 2 ; # lateral drift
# recorder Element -file $dataDir/FCol.out -time -ele 2 globalForce; # element forces -- column
# recorder Element -file $dataDir/ForceColSec1.out -time -ele 2 section 1 force; # Column section forces, axial and moment, node i
# recorder Element -file $dataDir/DefoColSec1.out -time -ele 2 section 1 deformation; # section deformations, axial and curvature, node i
# recorder Element -file $dataDir/ForceColSec$numIntgrPts.out -time -ele 2 section $numIntgrPts force; # section forces, axial and moment, node j
# recorder Element -file $dataDir/DefoColSec$numIntgrPts.out -time -ele 2 section $numIntgrPts deformation; # section deformations, axial and curvature, node j
# recorder Element -xml $dataDir/PlasticRotation.out -time -ele 2 plasticRotation; # section deformations, axial and curvature, node j
# recorder display "Display" xLoc yLoc xPixels yPixels -wipe
recorder display "Display" 5 5 630 630 -wipe
# "normal" vector to the view window
vpn +0.000000E+000 +0.000000E+000 +1.000000E+000
# "up" vector of the view window
vup +0.000000E+000 +1.000000E+000 +0.000000E+000
# Projection Reference Point (direction vector to the eye)
prp +0.000000E+000 +0.000000E+000 +1.000000E+000
# dimension of the view window
viewWindow -20.000 +20.000 -50.000 +200.000
# center of the view window
vrp +0.000 +0.000 +0.000000E+000
# display elemDispOpt nodeDispOpt magFactor
display 1 3 +50.000000E+000
# define GRAVITY -------------------------------------------------------------
pattern Plain 1 Linear {
load 3 0 -$PCol 0
}
# Gravity-analysis parameters -- load-controlled static analysis
set Tol 1.0e-8; # convergence tolerance for test
constraints Plain; # how it handles boundary conditions
numberer Plain; # renumber dof's to minimize band-width (optimization), if you want to
system SparseGeneral -piv; # how to store and solve the system of equations in the analysis
test NormDispIncr $Tol 100; # determine if convergence has been achieved at the end of an iteration step
algorithm Newton; # use Newton's solution algorithm: updates tangent stiffness at every iteration
set NstepGravity 10; # apply gravity in 10 steps
set DGravity [expr 1./$NstepGravity]; # first load increment;
integrator LoadControl $DGravity; # determine the next time step for an analysis
analysis Static; # define type of analysis static or transient
analyze $NstepGravity; # apply gravity
# ------------------------------------------------- maintain constant gravity loads and reset time to zero
loadConst -time 0.0
puts "Model Built"
And I got this warning:
WARNING SuperLU::solve(void)- Error 4 returned in factorization dgstrf()
WARNING NewtonRaphson::solveCurrentStep() -the LinearSysOfEqn failed in solve()
StaticAnalysis::analyze() - the Algorithm failed at iteration: 0 with domain at load factor 0.1
OpenSees > analyze failed, returned: -3 error flag
Model Built
Could one kindly give some suggestion?
I will waiting online
Thank you very much!
warning in canti2Dcolumn with zerolengthsection
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