Starting OpenSees..
OpenSees -- Open System For Earthquake Engineering Simulation
Pacific Earthquake Engineering Research Center -- 1.7.5
(c) Copyright 1999,2000 The Regents of the University of California
All Rights Reserved
(Copyright and Disclaimer @ http://www.berkeley.edu/OpenSees/copyright.html)
Define Gravity Load
Start to analyze
WARNING BandGenLinLapackSolver::solve() -LAPACK routine returned 9
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
---------------------------------------------------------------------------
End of script <C:\tcleditor\bin\TestIW1.1.tcl> reached, Press any key to continue
###############################################
I try to change the system command, algorithm command but it still have errors. Help me please
my input file
# ------------------------------------------------------------------------------------
# Frame IW1-- Build Model
# nonlinearBeamColumn element, inelastic fiber section
# Surasak Niyompanitpattana, 2006
#
# ^Y
# |
# 3_________(3)________4 __
# | | |
# | | |
# | | |
# (1) (2) LCol
# | | |
# | | |
# | | |
# =1= =2= _|_ -------->X
# |----------LBeam------------|
#
# SET UP ----------------------------------------------------------------------------
wipe; # clear memory of all past model definitions
model BasicBuilder -ndm 2 -ndf 3; # Define the model builder, ndm=#dimension, ndf=#dofs
set dataDir Test
file mkdir $dataDir; # create data directory
# define GEOMETRY -------------------------------------------------------------
set LCol 3.00; # column length m
set LBeam 4.05; # beam length m
set BWeight 1152; # Beam weight per length kg/m
# define section geometry
set HCol 0.45; # Column Depth m
set BCol 0.40; # Column Width m
set HBeam 0.6; # Beam Depth m
set BBeam 0.8; # Beam Width m
# calculated parameters
set PCol 720; # A constant axial load per column 720 kN
set Mass [expr ($BWeight*$LBeam)/2]; # nodal mass
set MCol [expr 1./12.*(9.81/1000)*$BWeight*pow($LBeam,2)]; # beam-end moment due to distributed load.
# calculated geometry parameters
set ACol [expr $BCol*$HCol]; # cross-sectional area
set ABeam [expr $BBeam*$HBeam];
set IzCol [expr 1./12.*$BCol*pow($HCol,3)]; # Column moment of inertia
set IzBeam [expr 1./12.*$BBeam*pow($HBeam,3)]; # Beam moment of inertia
# nodal coordinates:
node 1 0 0; # node#, X, Y
node 2 $LBeam 0
node 3 0 $LCol
node 4 $LBeam $LCol
node 5 [expr $LBeam/2] [expr $LCol/2];
# node corresponding to zero length element
node 6 [expr $LBeam/2] [expr $LCol/2]
;
# Single point constraints -- Boundary Conditions
fix 1 1 1 1; # node DX DY RZ
fix 2 1 1 1; # node DX DY RZ
fix 3 0 0 0
fix 4 0 0 0
fix 5 0 0 0
fix 6 0 0 0
# nodal masses:
mass 3 $Mass 0. 0.; # node#, Mx My Mz, Mass=Weight/g, neglect rotational inertia at nodes
mass 4 $Mass 0. 0.
# Define ELEMENTS & SECTIONS -------------------------------------------------------------
set ColSecTag 1; # assign a tag number to the column section
set BeamSecTag 2; # assign a tag number to the beam section
# define section geometry
set coverCol 0.05; # Column cover to reinforcing steel NA.
set numBarsCol 4; # number of longitudinal-reinforcement bars in each side of column section. (symmetric top & bot)
set barAreaCol 3.801327e-4; # area of longitudinal-reinforcement bars mm^2
# MATERIAL parameters -------------------------------------------------------------------
set IDconcU 1; # material ID tag -- unconfined cover concrete
set IDreinf 2; # material ID tag -- reinforcement
set IDinfill 3; # material ID tag -- infill panel
set IDspring 4; # material ID tag -- zero length element
# nominal concrete compressive strength
#set fc [expr -4.0*$ksi]; # CONCRETE Compressive Strength, ksi (+Tension, -Compression)
#set Ec [expr 57*$ksi*sqrt(-$fc/$psi)]; # Concrete Elastic Modulus
set fc -27300.; # CONCRETE Compressive Strength, kN/m^2 (+Tension, -Compression)
set Ec 22800000.; # 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 -0.05; # 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 ftU 2400.
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 Fy 498000; # STEEL yield stress kN/m^2
set Es 188000000; # modulus of steel kN/m^2
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
uniaxialMaterial ENT $IDinfill 22800000; # $E abritary value
set ePf1 208.85; set ePf2 417.70; set ePf3 556.93; set ePf4 167.08
set ePd1 0.0018; set ePd2 0.0035; set ePd3 0.0094; set ePd4 0.0512
set eNf1 -$ePf1; set eNf2 -$ePf2; set eNf3 -$ePf3; set eNf4 -$ePf4;
set eNd1 -$ePd1; set eNd2 -$ePd2; set eNd3 -$ePd3; set eNd4 -$ePd4;
set rDispP 0.5; set rForceP 0.25; set uForceP 0.25
set rDispN -$rDispP; set rForceN -$rForceP; set uForceN -$uForceP
set gK1 1.0; set gK2 0.2; set gK3 0.3; set gK4 0.2; set gKLim 0.9
set gD1 0.5; set gD2 0.5; set gD3 2.0; set gD4 2.0; set gDLim 0.5
set gF1 1.0; set gF2 0.0; set gF3 1.0; set gF4 1.0; set gFLim 0.9
set gE 10.0
set dmgType cycle
uniaxialMaterial Pinching4 $IDspring $ePf1 $ePd1 $ePf2 $ePd2 $ePf3 $ePd3 $ePf4 $ePd4 \
$eNf1 $eNd1 $eNf2 $eNd2 $eNf3 $eNd3 $eNf4 $eNd4 \
$rDispP $rForceP $uForceP $rDispN $rForceN $uForceN \
$gK1 $gK2 $gK3 $gK4 $gKLim \
$gD1 $gD2 $gD3 $gD4 $gDLim \
$gF1 $gF2 $gF3 $gF4 $gFLim $gE $dmgType
# 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 10; # number of fibers for concrete in y-direction
set nfZ 10; # 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
layer straight $IDreinf 2 $barAreaCol 0.073 $coreZ 0.073 -$coreZ
layer straight $IDreinf 2 $barAreaCol -0.073 $coreZ -0.073 -$coreZ
}; # end of fibersection definition
# BEAM section:
section Elastic $BeamSecTag $Ec $ABeam $IzBeam; # elastic beam section
# 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 BeamTransfTag 2; # associate a tag to beam transformation (good practice to keep col and beam separate)
set ColTransfType Linear ; # options, Linear PDelta Corotational
geomTransf $ColTransfType $ColTransfTag ; # only columns can have PDelta effects (gravity effects)
geomTransf Linear $BeamTransfTag ;
# element connectivity:
set numIntgrPts 3; # number of integration points for force-based element
element nonlinearBeamColumn 1 1 3 $numIntgrPts $ColSecTag $ColTransfTag; # self-explanatory when using variables
element nonlinearBeamColumn 2 2 4 $numIntgrPts $ColSecTag $ColTransfTag;
element nonlinearBeamColumn 3 3 4 $numIntgrPts $BeamSecTag $BeamTransfTag;
element truss 4 3 5 1 $IDinfill
element truss 5 5 4 1 $IDinfill
element truss 6 1 6 1 $IDinfill
element truss 7 6 2 1 $IDinfill
element zeroLength 8 5 6 -mat $IDspring -dir 1
# Define RECORDERS -------------------------------------------------------------
recorder Node -file $dataDir/IW11-DFree.out -time -node 3 4 -dof 1 2 3 disp; # displacements of free nodes
recorder Node -file $dataDir/IW11-DBase.out -time -node 1 2 -dof 1 2 3 disp; # displacements of support nodes
recorder Node -file $dataDir/IW11-RBase.out -time -node 1 2 -dof 1 2 3 reaction; # support reaction
recorder Drift -file $dataDir/IW11-Drift.out -time -iNode 1 2 -jNode 3 4 -dof 1 -perpDirn 2 ; # lateral drift
recorder Element -file $dataDir/IW11-FCol.out -time -ele 1 2 globalForce; # element forces -- column
recorder Element -file $dataDir/IW11-FBeam.out -time -ele 3 globalForce; # element forces -- beam
recorder Element -file $dataDir/IW11-ForceColSec1.out -time -ele 1 2 section 1 force; # Column section forces, axial and moment, node i
recorder Element -file $dataDir/IW11-DefoColSec1.out -time -ele 1 2 section 1 deformation; # section deformations, axial and curvature, node i
recorder Element -file $dataDir/IW11-ForceColSec$numIntgrPts.out -time -ele 1 2 section $numIntgrPts force; # section forces, axial and moment, node j
recorder Element -file $dataDir/IW11-DefoColSec$numIntgrPts.out -time -ele 1 2 section $numIntgrPts deformation; # section deformations, axial and curvature, node j
recorder Element -file $dataDir/IW11-ForceBeamSec1.out -time -ele 3 section 1 force; # Beam section forces, axial and moment, node i
recorder Element -file $dataDir/IW11-DefoBeamSec1.out -time -ele 3 section 1 deformation; # section deformations, axial and curvature, node i
recorder Element -file $dataDir/IW11-ForceBeamSec$numIntgrPts.out -time -ele 3 section $numIntgrPts force; # section forces, axial and moment, node j
recorder Element -file $dataDir/IW11-DefoBeamSec$numIntgrPts.out -time -ele 3 section $numIntgrPts deformation; # section deformations, axial and curvature, node j
puts "Define Gravity Load"
# define GRAVITY LOAD -------------------------------------------------------------
set WzBeam [expr $BWeight*9.81/1000];
pattern Plain 1 Linear {
eleLoad -ele 3 -type -beamUniform -$WzBeam ; # distributed superstructure-weight on beam
load 3 0. -720 0. 0. 0. 0.
load 4 0. -720 0. 0. 0. 0.
}
puts " "
puts "Start to analyze"
puts " "
# Gravity-analysis parameters -- load-controlled static analysis
# convergence tolerance for test
set Tol 1.0e-6;
# how it handles boundary conditions
constraints Plain;
# renumber dof's to minimize band-width (optimization), if you want to
numberer Plain;
# how to store and solve the system of equations in the analysis
system BandGeneral
# determine if convergence has been achieved at the end of an iteration step
test NormDispIncr $Tol 6 ;
# use Newton's solution algorithm: updates tangent stiffness at every iteration
algorithm Newton;
# apply gravity in 10 steps
set NstepGravity 10;
# first load increment;
set DGravity [expr 1./$NstepGravity];
# determine the next time step for an analysis
integrator LoadControl $DGravity;
# define type of analysis static or transient
analysis Static;
# apply gravity
analyze $NstepGravity;
# ------------------------------------------------- maintain constant gravity loads and reset time to zero
loadConst -time 0.0
puts "Model Built"
need help! some error
Moderators: silvia, selimgunay, Moderators
I try to change my model, but it still have the same problem.
Can anybody help me please?
This is my new tcl script.
# --------------------------------------------------------------------------------------------------
# Frame IW1-- Build Model
# nonlinearBeamColumn element, inelastic fiber section
#
# ^Y
# |
# 3_________(3)________4 __
# | | |
# | | |
# | | |
# (1) (2) LCol
# | | |
# | | |
# | | |
# =1= =2= _|_ -------->X
# |--------LBeam-------|
#
# SET UP ----------------------------------------------------------------------------
wipe;
model BasicBuilder -ndm 2 -ndf 3;
set dataDir Test
file mkdir $dataDir;
# define GEOMETRY -------------------------------------------------------------
set LCol 3.00; # column length m
set LBeam 4.05; # beam length m
set BWeight 1152; # Beam weight per length kg/m
# define section geometry
set HCol 0.45; # Column Depth m
set BCol 0.40; # Column Width m
set HBeam 0.6; # Beam Depth m
set BBeam 0.8; # Beam Width m
# calculated parameters
# A constant axial load per column 720 kN
set PCol 720;
# nodal mass kg
set Mass [expr ($BWeight*$LBeam)/2];
# beam-end moment due to distributed load.
set MCol [expr 1./12.*(9.81/1000)*$BWeight*pow($LBeam,2)];
# calculated geometry parameters
# cross-sectional area
set ACol [expr $BCol*$HCol];
set ABeam [expr $BBeam*$HBeam];
# Column moment of inertia
set IzCol [expr 1./12.*$BCol*pow($HCol,3)];
# Beam moment of inertia
set IzBeam [expr 1./12.*$BBeam*pow($HBeam,3)];
# nodal coordinates:
node 1 0 0; # node#, X, Y
node 2 $LBeam 0
node 3 0 $LCol
node 4 $LBeam $LCol
# node corresponding to zero length element
node 5 [expr $LBeam/2] [expr $LCol/2];
node 6 [expr $LBeam/2] [expr $LCol/2]
;
# Single point constraints -- Boundary Conditions
fix 1 1 1 1; # node DX DY RZ
fix 2 1 1 1; # node DX DY RZ
fix 3 0 0 0
fix 4 0 0 0
fix 5 0 0 0
fix 6 0 0 0
# Rigid Link Command
rigidLink bar 3 5
rigidLink bar 2 6
# nodal masses: Mx My Mz, Mass=Weight/g, neglect rotational inertia at nodes
mass 3 $Mass 0. 0.;
mass 4 $Mass 0. 0.
# Define ELEMENTS & SECTIONS -------------------------------------------------------------
set ColSecTag 1; # assign a tag number to the column section
set BeamSecTag 2; # assign a tag number to the beam section
# define section geometry
set coverCol 0.05; # Column cover to reinforcing steel NA. unit m
set coverBeam 0.05;
set numBarsCol 4; # number of longitudinal-reinforcement bars in each side of column section.
set numBarsBeam 4; # number of longitudinal-reinforcement bars in each side of beam section.
set barAreaCol 3.8013e-4; # area of longitudinal-reinforcement bars of Column m^2
set barAreaBeam 6.6052e-4; # area of longitudinal-reinforcement bars of Beam m^2
# MATERIAL parameters -------------------------------------------------------------------
set IDconcU 1; # material ID tag -- unconfined cover concrete
set IDCreinf 2; # material ID tag -- reinforcement of Column
set IDBreinf 3; # material ID tag -- reinforcement of Beam
set IDspring 4; # material ID tag -- zero length element
# Mechanical properties of concrete
# nominal concrete compressive strength
set fc -27300.; # CONCRETE Compressive Strength, kN/m^2 (+Tension, -Compression)
set Ec 22800000.; # Concrete Elastic Modulus kN/m^2
# 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 -0.05; # strain at ultimate stress
set lambda 0.1; # ratio between unloading slope at $eps2 and initial slope $Ec
set ftU 2400.
set Ets [expr $ftU/0.002]; # tension softening stiffness
# Mechanical properties of reinforcement
set CFy 498000; # Column STEEL yield stress kN/m^2
set CEs 188000000; # Column modulus of steel kN/m^2
set BFy 455000; # Beam STEEL yield stress kN/m^2
set BEs 209000000; # Beam modulus of steel kN/m^2
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;
uniaxialMaterial Steel02 $IDCreinf $CFy $CEs $Bs $R0 $cR1 $cR2;
uniaxialMaterial Steel02 $IDBreinf $BFy $BEs $Bs $R0 $cR1 $cR2;
# Mechanical properties of masonry
set s1p 417.70; set s2p 556.93; set s3p 167.08;
set e1p 0.0035; set e2p 0.0094; set e3p 0.0512;
set s1n -$s1p; set s2n -$s2p; set s3n -$s3p;
set e1n -$e1p; set e2n -$e2p; set e3n -$e3p;
set pinchX 1; set pinchY 1; set damange1 0; set damange2 0;
uniaxialMaterial Hysteretic $IDspring $s1p $e1p $s2p $e2p $s3p $e3p \
$s1n $e1n $s2n $e2n $s3n $e3n $pinchX $pinchY $damange1 $damange2
# FIBER SECTION properties -------------------------------------------------------------
# symmetric section
# y
# ^
# |
# --------------------- -- --
# | o o o | | -- cover
# | | |
# | o o | |
# z <--- | + | H
# | o o | |
# | | |
# | o o o | | -- cover
# --------------------- -- --
# |-------- B --------|
#
# RC section:
# Column fiber section
set ccoverY [expr $HCol/2.0];
set ccoverZ [expr $BCol/2.0];
set ccoreY [expr $ccoverY-$coverCol]
set ccoreZ [expr $ccoverZ-$coverCol]
set cnfY 8;
set cnfZ 8;
section Fiber $ColSecTag {; # Define the fiber section
patch quad $IDconcU $cnfZ $cnfY -$ccoverY $ccoverZ -$ccoverY -$ccoverZ $ccoverY -$ccoverZ $ccoverY $ccoverZ
layer straight $IDCreinf $numBarsCol $barAreaCol -$ccoreY $ccoreZ -$ccoreY -$ccoreZ;
layer straight $IDCreinf $numBarsCol $barAreaCol $ccoreY $ccoreZ $ccoreY -$ccoreZ;
layer straight $IDCreinf 2 $barAreaCol 0.073 $ccoreZ 0.073 -$ccoreZ
layer straight $IDCreinf 2 $barAreaCol -0.073 $ccoreZ -0.073 -$ccoreZ
}
# BEAM fiber section:
set bcoverY [expr $HBeam/2.0];
set bcoverZ [expr $BBeam/2.0];
set bcoreY [expr $bcoverY-$coverBeam]
set bcoreZ [expr $bcoverZ-$coverBeam]
set bnfY 8;
set bnfZ 8;
section Fiber $BeamSecTag {; # Define the fiber section
patch quad $IDconcU $bnfZ $bnfY -$bcoverY $bcoverZ -$bcoverY -$bcoverZ $bcoverY -$bcoverZ $bcoverY $bcoverZ
layer straight $IDBreinf $numBarsCol $barAreaBeam -$bcoreY $bcoreZ -$bcoreY -$bcoreZ;
layer straight $IDBreinf $numBarsCol $barAreaBeam $bcoreY $bcoreZ $bcoreY -$bcoreZ;
layer straight $IDBreinf 2 $barAreaBeam 0.0 $bcoreZ 0.0 -$bcoreZ
}
# define geometric transformation
set ColTransfTag 1;
set BeamTransfTag 2;
set ColTransfType Linear ;
geomTransf $ColTransfType $ColTransfTag ;
geomTransf Linear $BeamTransfTag ;
# element connectivity:
set numIntgrPts 3;
element nonlinearBeamColumn 1 1 3 $numIntgrPts $ColSecTag $ColTransfTag;
element nonlinearBeamColumn 2 2 4 $numIntgrPts $ColSecTag $ColTransfTag;
element nonlinearBeamColumn 3 3 4 $numIntgrPts $BeamSecTag $BeamTransfTag;
element zeroLength 4 5 6 -mat $IDspring -dir 1
puts "Define Gravity Load"
# define GRAVITY LOAD
set WzBeam [expr $BWeight*9.81/1000];
pattern Plain 1 Linear {
eleLoad -ele 3 -type -beamUniform -$WzBeam ;
load 3 0. -720 0. 0. 0. 0.
load 4 0. -720 0. 0. 0. 0.
}
puts " "
puts "Start to analyze"
puts " "
set Tol 1.0e-6;
constraints Lagrange;
numberer Plain;
system BandGeneral;
test NormDispIncr $Tol 6 ;
algorithm NewtonLineSearch 0.8;
set NstepGravity 10;
set DGravity [expr 1./$NstepGravity];
integrator LoadControl $DGravity;
analysis Static;
analyze $NstepGravity;
loadConst -time 0.0
puts "Model Built"
Can anybody help me please?
This is my new tcl script.
# --------------------------------------------------------------------------------------------------
# Frame IW1-- Build Model
# nonlinearBeamColumn element, inelastic fiber section
#
# ^Y
# |
# 3_________(3)________4 __
# | | |
# | | |
# | | |
# (1) (2) LCol
# | | |
# | | |
# | | |
# =1= =2= _|_ -------->X
# |--------LBeam-------|
#
# SET UP ----------------------------------------------------------------------------
wipe;
model BasicBuilder -ndm 2 -ndf 3;
set dataDir Test
file mkdir $dataDir;
# define GEOMETRY -------------------------------------------------------------
set LCol 3.00; # column length m
set LBeam 4.05; # beam length m
set BWeight 1152; # Beam weight per length kg/m
# define section geometry
set HCol 0.45; # Column Depth m
set BCol 0.40; # Column Width m
set HBeam 0.6; # Beam Depth m
set BBeam 0.8; # Beam Width m
# calculated parameters
# A constant axial load per column 720 kN
set PCol 720;
# nodal mass kg
set Mass [expr ($BWeight*$LBeam)/2];
# beam-end moment due to distributed load.
set MCol [expr 1./12.*(9.81/1000)*$BWeight*pow($LBeam,2)];
# calculated geometry parameters
# cross-sectional area
set ACol [expr $BCol*$HCol];
set ABeam [expr $BBeam*$HBeam];
# Column moment of inertia
set IzCol [expr 1./12.*$BCol*pow($HCol,3)];
# Beam moment of inertia
set IzBeam [expr 1./12.*$BBeam*pow($HBeam,3)];
# nodal coordinates:
node 1 0 0; # node#, X, Y
node 2 $LBeam 0
node 3 0 $LCol
node 4 $LBeam $LCol
# node corresponding to zero length element
node 5 [expr $LBeam/2] [expr $LCol/2];
node 6 [expr $LBeam/2] [expr $LCol/2]
;
# Single point constraints -- Boundary Conditions
fix 1 1 1 1; # node DX DY RZ
fix 2 1 1 1; # node DX DY RZ
fix 3 0 0 0
fix 4 0 0 0
fix 5 0 0 0
fix 6 0 0 0
# Rigid Link Command
rigidLink bar 3 5
rigidLink bar 2 6
# nodal masses: Mx My Mz, Mass=Weight/g, neglect rotational inertia at nodes
mass 3 $Mass 0. 0.;
mass 4 $Mass 0. 0.
# Define ELEMENTS & SECTIONS -------------------------------------------------------------
set ColSecTag 1; # assign a tag number to the column section
set BeamSecTag 2; # assign a tag number to the beam section
# define section geometry
set coverCol 0.05; # Column cover to reinforcing steel NA. unit m
set coverBeam 0.05;
set numBarsCol 4; # number of longitudinal-reinforcement bars in each side of column section.
set numBarsBeam 4; # number of longitudinal-reinforcement bars in each side of beam section.
set barAreaCol 3.8013e-4; # area of longitudinal-reinforcement bars of Column m^2
set barAreaBeam 6.6052e-4; # area of longitudinal-reinforcement bars of Beam m^2
# MATERIAL parameters -------------------------------------------------------------------
set IDconcU 1; # material ID tag -- unconfined cover concrete
set IDCreinf 2; # material ID tag -- reinforcement of Column
set IDBreinf 3; # material ID tag -- reinforcement of Beam
set IDspring 4; # material ID tag -- zero length element
# Mechanical properties of concrete
# nominal concrete compressive strength
set fc -27300.; # CONCRETE Compressive Strength, kN/m^2 (+Tension, -Compression)
set Ec 22800000.; # Concrete Elastic Modulus kN/m^2
# 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 -0.05; # strain at ultimate stress
set lambda 0.1; # ratio between unloading slope at $eps2 and initial slope $Ec
set ftU 2400.
set Ets [expr $ftU/0.002]; # tension softening stiffness
# Mechanical properties of reinforcement
set CFy 498000; # Column STEEL yield stress kN/m^2
set CEs 188000000; # Column modulus of steel kN/m^2
set BFy 455000; # Beam STEEL yield stress kN/m^2
set BEs 209000000; # Beam modulus of steel kN/m^2
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;
uniaxialMaterial Steel02 $IDCreinf $CFy $CEs $Bs $R0 $cR1 $cR2;
uniaxialMaterial Steel02 $IDBreinf $BFy $BEs $Bs $R0 $cR1 $cR2;
# Mechanical properties of masonry
set s1p 417.70; set s2p 556.93; set s3p 167.08;
set e1p 0.0035; set e2p 0.0094; set e3p 0.0512;
set s1n -$s1p; set s2n -$s2p; set s3n -$s3p;
set e1n -$e1p; set e2n -$e2p; set e3n -$e3p;
set pinchX 1; set pinchY 1; set damange1 0; set damange2 0;
uniaxialMaterial Hysteretic $IDspring $s1p $e1p $s2p $e2p $s3p $e3p \
$s1n $e1n $s2n $e2n $s3n $e3n $pinchX $pinchY $damange1 $damange2
# FIBER SECTION properties -------------------------------------------------------------
# symmetric section
# y
# ^
# |
# --------------------- -- --
# | o o o | | -- cover
# | | |
# | o o | |
# z <--- | + | H
# | o o | |
# | | |
# | o o o | | -- cover
# --------------------- -- --
# |-------- B --------|
#
# RC section:
# Column fiber section
set ccoverY [expr $HCol/2.0];
set ccoverZ [expr $BCol/2.0];
set ccoreY [expr $ccoverY-$coverCol]
set ccoreZ [expr $ccoverZ-$coverCol]
set cnfY 8;
set cnfZ 8;
section Fiber $ColSecTag {; # Define the fiber section
patch quad $IDconcU $cnfZ $cnfY -$ccoverY $ccoverZ -$ccoverY -$ccoverZ $ccoverY -$ccoverZ $ccoverY $ccoverZ
layer straight $IDCreinf $numBarsCol $barAreaCol -$ccoreY $ccoreZ -$ccoreY -$ccoreZ;
layer straight $IDCreinf $numBarsCol $barAreaCol $ccoreY $ccoreZ $ccoreY -$ccoreZ;
layer straight $IDCreinf 2 $barAreaCol 0.073 $ccoreZ 0.073 -$ccoreZ
layer straight $IDCreinf 2 $barAreaCol -0.073 $ccoreZ -0.073 -$ccoreZ
}
# BEAM fiber section:
set bcoverY [expr $HBeam/2.0];
set bcoverZ [expr $BBeam/2.0];
set bcoreY [expr $bcoverY-$coverBeam]
set bcoreZ [expr $bcoverZ-$coverBeam]
set bnfY 8;
set bnfZ 8;
section Fiber $BeamSecTag {; # Define the fiber section
patch quad $IDconcU $bnfZ $bnfY -$bcoverY $bcoverZ -$bcoverY -$bcoverZ $bcoverY -$bcoverZ $bcoverY $bcoverZ
layer straight $IDBreinf $numBarsCol $barAreaBeam -$bcoreY $bcoreZ -$bcoreY -$bcoreZ;
layer straight $IDBreinf $numBarsCol $barAreaBeam $bcoreY $bcoreZ $bcoreY -$bcoreZ;
layer straight $IDBreinf 2 $barAreaBeam 0.0 $bcoreZ 0.0 -$bcoreZ
}
# define geometric transformation
set ColTransfTag 1;
set BeamTransfTag 2;
set ColTransfType Linear ;
geomTransf $ColTransfType $ColTransfTag ;
geomTransf Linear $BeamTransfTag ;
# element connectivity:
set numIntgrPts 3;
element nonlinearBeamColumn 1 1 3 $numIntgrPts $ColSecTag $ColTransfTag;
element nonlinearBeamColumn 2 2 4 $numIntgrPts $ColSecTag $ColTransfTag;
element nonlinearBeamColumn 3 3 4 $numIntgrPts $BeamSecTag $BeamTransfTag;
element zeroLength 4 5 6 -mat $IDspring -dir 1
puts "Define Gravity Load"
# define GRAVITY LOAD
set WzBeam [expr $BWeight*9.81/1000];
pattern Plain 1 Linear {
eleLoad -ele 3 -type -beamUniform -$WzBeam ;
load 3 0. -720 0. 0. 0. 0.
load 4 0. -720 0. 0. 0. 0.
}
puts " "
puts "Start to analyze"
puts " "
set Tol 1.0e-6;
constraints Lagrange;
numberer Plain;
system BandGeneral;
test NormDispIncr $Tol 6 ;
algorithm NewtonLineSearch 0.8;
set NstepGravity 10;
set DGravity [expr 1./$NstepGravity];
integrator LoadControl $DGravity;
analysis Static;
analyze $NstepGravity;
loadConst -time 0.0
puts "Model Built"
break it down -- try elastic elements, then elastic sections, then elastic materials. reduce the complication of the model...
also, in what you just posted, you don't have enough arguments in the hysteretic material command.
also, in what you just posted, you don't have enough arguments in the hysteretic material command.
Silvia Mazzoni, PhD
Structural Consultant
Degenkolb Engineers
235 Montgomery Street, Suite 500
San Francisco, CA. 94104
Structural Consultant
Degenkolb Engineers
235 Montgomery Street, Suite 500
San Francisco, CA. 94104
Dear Dr.Silvia
I try to change as you recommendation, and it still have an error. But if I try to delete a zero length element with hysteretic material and corresponding node(5,6), there is no error . I think I have some problem with rigid link command or hyteretic material or zerolength element, but I can not find the answer. Please help me.
# --------------------------------------------------------------------------------------------------
# Frame IW1-- Build Model
# nonlinearBeamColumn element, inelastic fiber section
# SET UP ----------------------------------------------------------------------
wipe;
model BasicBuilder -ndm 2 -ndf 3;
set dataDir Test
file mkdir $dataDir;
# define GEOMETRY -------------------------------------------------------------
set LCol 3.00; # column length m
set LBeam 4.05; # beam length m
set BWeight 1152; # Beam weight per length kg/m
# define section geometry
set HCol 0.45; # Column Depth m
set BCol 0.40; # Column Width m
set HBeam 0.6; # Beam Depth m
set BBeam 0.8; # Beam Width m
# calculated parameters
# A constant axial load per column 720 kN
set PCol 720;
# nodal mass kg
set Mass [expr ($BWeight*$LBeam)/2];
# beam-end moment due to distributed load.
set MCol [expr 1./12.*(9.81/1000)*$BWeight*pow($LBeam,2)];
# calculated geometry parameters
# cross-sectional area
set ACol [expr $BCol*$HCol];
set ABeam [expr $BBeam*$HBeam];
# Column moment of inertia
set IzCol [expr 1./12.*$BCol*pow($HCol,3)];
# Beam moment of inertia
set IzBeam [expr 1./12.*$BBeam*pow($HBeam,3)];
# nodal coordinates:
node 1 0 0; # node#, X, Y
node 2 $LBeam 0
node 3 0 $LCol
node 4 $LBeam $LCol
# node corresponding to zero length element
node 5 [expr $LBeam/2] [expr $LCol/2];
node 6 [expr $LBeam/2] [expr $LCol/2]
;
# Single point constraints -- Boundary Conditions
fix 1 1 1 1; # node DX DY RZ
fix 2 1 1 1; # node DX DY RZ
fix 3 0 0 0
fix 4 0 0 0
fix 5 0 0 0
fix 6 0 0 0
# Rigid Link Command
rigidLink bar 3 5
rigidLink bar 2 6
#
# nodal masses: Mx My Mz, Mass=Weight/g, neglect rotational inertia at nodes
mass 3 $Mass 0. 0.;
mass 4 $Mass 0. 0.
# Define ELEMENTS & SECTIONS -------------------------------------------------------------
set ColSecTag 1; # assign a tag number to the column section
set BeamSecTag 2; # assign a tag number to the beam section
# define section geometry
# MATERIAL parameters -------------------------------------------------------------------
set IDspring 1; # material ID tag -- zero length element
# Mechanical properties of concrete
# nominal concrete compressive strength
set fc -27300.; # CONCRETE Compressive Strength, kN/m^2 (+Tension, -Compression)
set Ec 22800000.; # Concrete Elastic Modulus kN/m^2
# Mechanical properties of masonry
set s1p 208.85; set s2p 417.70; set s3p 556.93;
set e1p 0.0018; set e2p 0.0035; set e3p 0.0094;
set s1n -$s1p; set s2n -$s2p; set s3n -$s3p;
set e1n -$e1p; set e2n -$e2p; set e3n -$e3p;
set pinchX 1; set pinchY 1; set damange1 0; set damange2 0; set beta 0.0
uniaxialMaterial Hysteretic $IDspring $s1p $e1p $s2p $e2p $s3p $e3p \
$s1n $e1n $s2n $e2n $s3n $e3n $pinchX $pinchY $damange1 $damange2 $beta
## define geometric transformation : Linear, PDelta, Corotational
set ColTransfTag 1;
set BeamTransfTag 2;
set ColTransfType Linear;
geomTransf $ColTransfType $ColTransfTag ;
geomTransf Linear $BeamTransfTag;
# element connectivity:
set numIntgrPts 3;
element elasticBeamColumn 1 1 3 $ACol $Ec $IzCol $ColTransfTag;
element elasticBeamColumn 2 2 4 $ACol $Ec $IzCol $ColTransfTag;
element elasticBeamColumn 3 3 4 $ABeam $Ec $IzBeam $BeamTransfTag;
element zeroLength 4 5 6 -mat $IDspring -dir 1
puts "Define Gravity Load"
# define GRAVITY LOAD
set WzBeam [expr $BWeight*9.81/1000];
pattern Plain 1 Linear {
eleLoad -ele 3 -type -beamUniform -$WzBeam ;
load 3 0. -720. 0. 0. 0. 0.
load 4 0. -720. 0. 0. 0. 0.
}
puts " "
puts "Start to analyze"
puts " "
set Tol 1.0e-6;
constraints Transformation
numberer Plain;
system BandGeneral;
test NormDispIncr $Tol 10;
algorithm Newton;
set NstepGravity 10;
set DGravity [expr 1./$NstepGravity];
integrator LoadControl $DGravity;
analysis Static;
analyze $NstepGravity;
loadConst -time 0.0
puts "Model Built"
I try to change as you recommendation, and it still have an error. But if I try to delete a zero length element with hysteretic material and corresponding node(5,6), there is no error . I think I have some problem with rigid link command or hyteretic material or zerolength element, but I can not find the answer. Please help me.
# --------------------------------------------------------------------------------------------------
# Frame IW1-- Build Model
# nonlinearBeamColumn element, inelastic fiber section
# SET UP ----------------------------------------------------------------------
wipe;
model BasicBuilder -ndm 2 -ndf 3;
set dataDir Test
file mkdir $dataDir;
# define GEOMETRY -------------------------------------------------------------
set LCol 3.00; # column length m
set LBeam 4.05; # beam length m
set BWeight 1152; # Beam weight per length kg/m
# define section geometry
set HCol 0.45; # Column Depth m
set BCol 0.40; # Column Width m
set HBeam 0.6; # Beam Depth m
set BBeam 0.8; # Beam Width m
# calculated parameters
# A constant axial load per column 720 kN
set PCol 720;
# nodal mass kg
set Mass [expr ($BWeight*$LBeam)/2];
# beam-end moment due to distributed load.
set MCol [expr 1./12.*(9.81/1000)*$BWeight*pow($LBeam,2)];
# calculated geometry parameters
# cross-sectional area
set ACol [expr $BCol*$HCol];
set ABeam [expr $BBeam*$HBeam];
# Column moment of inertia
set IzCol [expr 1./12.*$BCol*pow($HCol,3)];
# Beam moment of inertia
set IzBeam [expr 1./12.*$BBeam*pow($HBeam,3)];
# nodal coordinates:
node 1 0 0; # node#, X, Y
node 2 $LBeam 0
node 3 0 $LCol
node 4 $LBeam $LCol
# node corresponding to zero length element
node 5 [expr $LBeam/2] [expr $LCol/2];
node 6 [expr $LBeam/2] [expr $LCol/2]
;
# Single point constraints -- Boundary Conditions
fix 1 1 1 1; # node DX DY RZ
fix 2 1 1 1; # node DX DY RZ
fix 3 0 0 0
fix 4 0 0 0
fix 5 0 0 0
fix 6 0 0 0
# Rigid Link Command
rigidLink bar 3 5
rigidLink bar 2 6
#
# nodal masses: Mx My Mz, Mass=Weight/g, neglect rotational inertia at nodes
mass 3 $Mass 0. 0.;
mass 4 $Mass 0. 0.
# Define ELEMENTS & SECTIONS -------------------------------------------------------------
set ColSecTag 1; # assign a tag number to the column section
set BeamSecTag 2; # assign a tag number to the beam section
# define section geometry
# MATERIAL parameters -------------------------------------------------------------------
set IDspring 1; # material ID tag -- zero length element
# Mechanical properties of concrete
# nominal concrete compressive strength
set fc -27300.; # CONCRETE Compressive Strength, kN/m^2 (+Tension, -Compression)
set Ec 22800000.; # Concrete Elastic Modulus kN/m^2
# Mechanical properties of masonry
set s1p 208.85; set s2p 417.70; set s3p 556.93;
set e1p 0.0018; set e2p 0.0035; set e3p 0.0094;
set s1n -$s1p; set s2n -$s2p; set s3n -$s3p;
set e1n -$e1p; set e2n -$e2p; set e3n -$e3p;
set pinchX 1; set pinchY 1; set damange1 0; set damange2 0; set beta 0.0
uniaxialMaterial Hysteretic $IDspring $s1p $e1p $s2p $e2p $s3p $e3p \
$s1n $e1n $s2n $e2n $s3n $e3n $pinchX $pinchY $damange1 $damange2 $beta
## define geometric transformation : Linear, PDelta, Corotational
set ColTransfTag 1;
set BeamTransfTag 2;
set ColTransfType Linear;
geomTransf $ColTransfType $ColTransfTag ;
geomTransf Linear $BeamTransfTag;
# element connectivity:
set numIntgrPts 3;
element elasticBeamColumn 1 1 3 $ACol $Ec $IzCol $ColTransfTag;
element elasticBeamColumn 2 2 4 $ACol $Ec $IzCol $ColTransfTag;
element elasticBeamColumn 3 3 4 $ABeam $Ec $IzBeam $BeamTransfTag;
element zeroLength 4 5 6 -mat $IDspring -dir 1
puts "Define Gravity Load"
# define GRAVITY LOAD
set WzBeam [expr $BWeight*9.81/1000];
pattern Plain 1 Linear {
eleLoad -ele 3 -type -beamUniform -$WzBeam ;
load 3 0. -720. 0. 0. 0. 0.
load 4 0. -720. 0. 0. 0. 0.
}
puts " "
puts "Start to analyze"
puts " "
set Tol 1.0e-6;
constraints Transformation
numberer Plain;
system BandGeneral;
test NormDispIncr $Tol 10;
algorithm Newton;
set NstepGravity 10;
set DGravity [expr 1./$NstepGravity];
integrator LoadControl $DGravity;
analysis Static;
analyze $NstepGravity;
loadConst -time 0.0
puts "Model Built"