can any body tell me what does this error means:
OpenSees > source slab.tcl
WARNING PenaltyMP_FE::setID(void) - unknown DOF 5 at Node
WARNING PenaltyMP_FE::setID(void) - unknown DOF 5 at Node
WARNING PenaltyMP_FE::setID(void) - unknown DOF 5 at Node
WARNING PenaltyMP_FE::setID(void) - unknown DOF 5 at Node
ProfileSPDLinDirectSolver::solve() - aii < 0 (i, aii): (17, 0)
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
OpenSees >
error
Moderators: silvia, selimgunay, Moderators
# Example 3. 2D Cantilever -- Build Model
# nonlinear Slab-Column Connction, uniaxial inelastic section
# Shahram Derogar, Feb. 2008
# Sheffield - UK
#
# ^Y
# 7 | Number----Node
# | __ | ()---- Element
# (4)| |
# | |hCol
# (5) | (6) |
# 4------------ 5 -----------6>x|--
# | |
# |(3) |hCol
# | |
# (1) \ _|_ / (2) |__
# \ 1 /
# 2 3
# 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 Data; # set up name of data directory
file mkdir $dataDir; # create data directory
source LibUnits.tcl; # define basic and system units
# define GEOMETRY ############################################################
set LSlab [expr 60*$in]; # Slab length in 1 direction
set dSlab [expr 6*$in]; # Slab depth
set Wslab [expr 30*$in]; # Slab width
set hCol [expr 33*$in]; # column Height
set bCol [expr 10*$in]; # column Dimention
set LCol [expr 10*$in]; # column Dimention
set Weight [expr 2000.*$kip]; # superstructure weight
# define section geometry of column
set HCol [expr 10.*$in]; # Column Depth
set BCol [expr 10.*$in]; # Column Width
# calculated geometry parameters
# set Acol [expr $bCol*$hCol]; # cross-sectional area of Column
# set IzCol [expr 1./12.*$dSlab*pow($hslab,3)]; # Column moment of inertia
set Aslab [expr $Wslab*$dSlab]; # cross-sectional area of Slab
set Izslab [expr 1./12.*$Wslab*pow($dSlab,3)]; # Slab moment of inertia
set PCol [expr 30*$kip];
# nodal coordinates ############################################################
# node X Y
node 1 0 0;
node 2 0 0;
node 3 0 0;
node 4 [expr -1*$LSlab] $hCol;
node 5 0 $hCol;
node 6 $LSlab $hCol;
node 7 0 [expr 2*$hCol];
# Single point constraints -- Boundary Conditions ##############################
fix 1 1 1 1; # node DX DY RZ
fix 4 0 1 0; # node DX DY RZ
fix 6 0 1 0; # node DX DY RZ
equalDOF 1 2 1 6
equalDOF 1 3 1 2
# we need to set up parameters that are particular to the model.
set IDctrlNode 7; # 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.
# Define ELEMENTS & SECTIONS #####################################################
set ColSecTag 1; # assign a tag number to the column section
# define section geometry
set coverCol [expr 1.*$in]; # Column cover to reinforcing steel NA.
set numBarsCol 8; # number of longitudinal-reinforcement bars in column. (symmetric top & bot)
set barAreaCol [expr 0.442*$in2]; # area of longitudinal-reinforcement bars
# MATERIAL parameters ############################################################
set IDconcU 1; # material ID tag -- unconfined cover concrete
set IDconcCover 2; # material ID tag -- unconfined cover concrete
set IDreinf 3; # material ID tag -- reinforcement
# MATERIAL parameters -------------------------------------------------------------------
set IDconcCore 1; # material ID tag -- confined core concrete
set IDconcCover 2; # material ID tag -- unconfined cover concrete
set IDreinf 3; # 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
# confined concrete
set Kfc 1.3; # ratio of confined to unconfined concrete strength
set fc1C [expr $Kfc*$fc]; # CONFINED concrete (mander model), maximum stress
set eps1C [expr 2.*$fc1C/$Ec]; # strain at maximum stress
set fc2C [expr 0.2*$fc1C]; # ultimate stress
set eps2C [expr 5*$eps1C]; # strain at ultimate stress
# 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 $Ec
# tensile-strength properties
set ftC [expr -0.14*$fc1C]; # tensile strength +tension
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 $IDconcCore $fc1C $eps1C $fc2C $eps2C $lambda $ftC $Ets; # build core concrete (confined)
uniaxialMaterial Concrete02 $IDconcCover $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 <----- | o + o | 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 $IDconcCore $nfZ $nfY -$coreY $coreZ -$coreY -$coreZ $coreY -$coreZ $coreY $coreZ; # Define the core patch
patch quadr $IDconcCover 1 $nfY -$coverY $coverZ -$coreY $coreZ $coreY $coreZ $coverY $coverZ; # Define the four cover patches
patch quadr $IDconcCover 1 $nfY -$coreY -$coreZ -$coverY -$coverZ $coverY -$coverZ $coreY -$coreZ
patch quadr $IDconcCover $nfZ 1 -$coverY $coverZ -$coverY -$coverZ -$coreY -$coreZ -$coreY $coreZ
patch quadr $IDconcCover $nfZ 1 $coreY $coreZ $coreY -$coreZ $coverY -$coverZ $coverY $coverZ
layer straight $IDreinf 3 $barAreaCol -$coreY $coreZ $coreY $coreZ; # left layer reinfocement
layer straight $IDreinf 2 $barAreaCol -$coreY 0 $coreY 0; # middle layer reinfocement
layer straight $IDreinf 3 $barAreaCol -$coreY -$coreZ $coreY -$coreZ; # right 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 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 ;
geomTransf Linear $BeamTransfTag ;
# Column element connectivity ############################################################
set numIntgrPts 5; # number of integration points for force-based element
element nonlinearBeamColumn 3 1 5 $numIntgrPts $ColSecTag $ColTransfTag; # self-explanatory when using variables
element nonlinearBeamColumn 4 5 7 $numIntgrPts $ColSecTag $ColTransfTag; # self-explanatory when using variables
# Elastic slab element connectivity ############################################################
element elasticBeamColumn 5 4 5 $Aslab $Ec $Izslab $BeamTransfTag; # self-explanatory when using variables
element elasticBeamColumn 6 5 6 $Aslab $Ec $Izslab $BeamTransfTag; # self-explanatory when using variables
# zero length Element ###########################################################
uniaxialMaterial Elastic 4 0.01
element zeroLength 1 1 2 -mat 4 -dir 2
element zeroLength 2 1 3 -mat 4 -dir 6
# Define RECORDERS ############################################################
recorder Node -file $dataDir/DFree.out -time -node 2 -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 7 -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 1 section 1 force; # Column section forces, axial and moment, node i
recorder Element -file $dataDir/DefoColSec1.out -time -ele 1 section 1 deformation; # section deformations, axial and curvature, node i
recorder Element -file $dataDir/ForceColSec$numIntgrPts.out -time -ele 1 section $numIntgrPts force; # section forces, axial and moment, node j
recorder Element -file $dataDir/DefoColSec$numIntgrPts.out -time -ele 1 section 1 deformation; # section deformations, axial and curvature, node j
# define GRAVITY ############################################################
pattern Plain 1 Linear {
load 1 0 $PCol 0
}
# Gravity-analysis parameters -- load-controlled static analysis
set Tol 1.0e-8; # convergence tolerance for test
# constraints Penalty 1.0e25 1.0e25; # how it handles boundary conditions
constraints Lagrange; # how it handles boundary conditions
numberer RCM; # renumber dof's to minimize band-width (optimization), if you want to
system BandSPD; # how to store and solve the system of equations in the analysis
test NormDispIncr $Tol 150 0; # determine if convergence has been achieved at the end of an iteration step
algorithm Newton; # use Newton's solution algorithm: updates tangent stiffness at every iteration
set NstepGravity 10; # apply gravity in 10 steps
set DGravity [expr 1./$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 $NstepGravity; # apply gravity
# ------------------------------------------------- maintain constant gravity loads and reset time to zero
loadConst -time 0.0
puts "Model Built"
and Units file as well,
# --------------------------------------------------------------------------------------------------
# LibUnits.tcl -- define system of units
# Silvia Mazzoni & Frank McKenna, 2006
#
# define UNITS ----------------------------------------------------------------------------
set in 1.; # define basic units -- output units
set kip 1.; # define basic units -- output units
set sec 1.; # define basic units -- output units
set LunitTXT "inch"; # define basic-unit text for output
set FunitTXT "kip"; # define basic-unit text for output
set TunitTXT "sec"; # define basic-unit text for output
set ft [expr 12.*$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 psf [expr $lbf/pow($ft,3)]; # pounds per square 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
I modelled slab column connection
slab was modelled using elastic beam and columns were modelled as nonlinearbeam column with fiber section. because of boundary conditions (the constant vertical load) was applied underneath of column, I introduced a zero length element for transformation and rotation of the suppeot.
# nonlinear Slab-Column Connction, uniaxial inelastic section
# Shahram Derogar, Feb. 2008
# Sheffield - UK
#
# ^Y
# 7 | Number----Node
# | __ | ()---- Element
# (4)| |
# | |hCol
# (5) | (6) |
# 4------------ 5 -----------6>x|--
# | |
# |(3) |hCol
# | |
# (1) \ _|_ / (2) |__
# \ 1 /
# 2 3
# 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 Data; # set up name of data directory
file mkdir $dataDir; # create data directory
source LibUnits.tcl; # define basic and system units
# define GEOMETRY ############################################################
set LSlab [expr 60*$in]; # Slab length in 1 direction
set dSlab [expr 6*$in]; # Slab depth
set Wslab [expr 30*$in]; # Slab width
set hCol [expr 33*$in]; # column Height
set bCol [expr 10*$in]; # column Dimention
set LCol [expr 10*$in]; # column Dimention
set Weight [expr 2000.*$kip]; # superstructure weight
# define section geometry of column
set HCol [expr 10.*$in]; # Column Depth
set BCol [expr 10.*$in]; # Column Width
# calculated geometry parameters
# set Acol [expr $bCol*$hCol]; # cross-sectional area of Column
# set IzCol [expr 1./12.*$dSlab*pow($hslab,3)]; # Column moment of inertia
set Aslab [expr $Wslab*$dSlab]; # cross-sectional area of Slab
set Izslab [expr 1./12.*$Wslab*pow($dSlab,3)]; # Slab moment of inertia
set PCol [expr 30*$kip];
# nodal coordinates ############################################################
# node X Y
node 1 0 0;
node 2 0 0;
node 3 0 0;
node 4 [expr -1*$LSlab] $hCol;
node 5 0 $hCol;
node 6 $LSlab $hCol;
node 7 0 [expr 2*$hCol];
# Single point constraints -- Boundary Conditions ##############################
fix 1 1 1 1; # node DX DY RZ
fix 4 0 1 0; # node DX DY RZ
fix 6 0 1 0; # node DX DY RZ
equalDOF 1 2 1 6
equalDOF 1 3 1 2
# we need to set up parameters that are particular to the model.
set IDctrlNode 7; # 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.
# Define ELEMENTS & SECTIONS #####################################################
set ColSecTag 1; # assign a tag number to the column section
# define section geometry
set coverCol [expr 1.*$in]; # Column cover to reinforcing steel NA.
set numBarsCol 8; # number of longitudinal-reinforcement bars in column. (symmetric top & bot)
set barAreaCol [expr 0.442*$in2]; # area of longitudinal-reinforcement bars
# MATERIAL parameters ############################################################
set IDconcU 1; # material ID tag -- unconfined cover concrete
set IDconcCover 2; # material ID tag -- unconfined cover concrete
set IDreinf 3; # material ID tag -- reinforcement
# MATERIAL parameters -------------------------------------------------------------------
set IDconcCore 1; # material ID tag -- confined core concrete
set IDconcCover 2; # material ID tag -- unconfined cover concrete
set IDreinf 3; # 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
# confined concrete
set Kfc 1.3; # ratio of confined to unconfined concrete strength
set fc1C [expr $Kfc*$fc]; # CONFINED concrete (mander model), maximum stress
set eps1C [expr 2.*$fc1C/$Ec]; # strain at maximum stress
set fc2C [expr 0.2*$fc1C]; # ultimate stress
set eps2C [expr 5*$eps1C]; # strain at ultimate stress
# 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 $Ec
# tensile-strength properties
set ftC [expr -0.14*$fc1C]; # tensile strength +tension
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 $IDconcCore $fc1C $eps1C $fc2C $eps2C $lambda $ftC $Ets; # build core concrete (confined)
uniaxialMaterial Concrete02 $IDconcCover $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 <----- | o + o | 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 $IDconcCore $nfZ $nfY -$coreY $coreZ -$coreY -$coreZ $coreY -$coreZ $coreY $coreZ; # Define the core patch
patch quadr $IDconcCover 1 $nfY -$coverY $coverZ -$coreY $coreZ $coreY $coreZ $coverY $coverZ; # Define the four cover patches
patch quadr $IDconcCover 1 $nfY -$coreY -$coreZ -$coverY -$coverZ $coverY -$coverZ $coreY -$coreZ
patch quadr $IDconcCover $nfZ 1 -$coverY $coverZ -$coverY -$coverZ -$coreY -$coreZ -$coreY $coreZ
patch quadr $IDconcCover $nfZ 1 $coreY $coreZ $coreY -$coreZ $coverY -$coverZ $coverY $coverZ
layer straight $IDreinf 3 $barAreaCol -$coreY $coreZ $coreY $coreZ; # left layer reinfocement
layer straight $IDreinf 2 $barAreaCol -$coreY 0 $coreY 0; # middle layer reinfocement
layer straight $IDreinf 3 $barAreaCol -$coreY -$coreZ $coreY -$coreZ; # right 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 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 ;
geomTransf Linear $BeamTransfTag ;
# Column element connectivity ############################################################
set numIntgrPts 5; # number of integration points for force-based element
element nonlinearBeamColumn 3 1 5 $numIntgrPts $ColSecTag $ColTransfTag; # self-explanatory when using variables
element nonlinearBeamColumn 4 5 7 $numIntgrPts $ColSecTag $ColTransfTag; # self-explanatory when using variables
# Elastic slab element connectivity ############################################################
element elasticBeamColumn 5 4 5 $Aslab $Ec $Izslab $BeamTransfTag; # self-explanatory when using variables
element elasticBeamColumn 6 5 6 $Aslab $Ec $Izslab $BeamTransfTag; # self-explanatory when using variables
# zero length Element ###########################################################
uniaxialMaterial Elastic 4 0.01
element zeroLength 1 1 2 -mat 4 -dir 2
element zeroLength 2 1 3 -mat 4 -dir 6
# Define RECORDERS ############################################################
recorder Node -file $dataDir/DFree.out -time -node 2 -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 7 -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 1 section 1 force; # Column section forces, axial and moment, node i
recorder Element -file $dataDir/DefoColSec1.out -time -ele 1 section 1 deformation; # section deformations, axial and curvature, node i
recorder Element -file $dataDir/ForceColSec$numIntgrPts.out -time -ele 1 section $numIntgrPts force; # section forces, axial and moment, node j
recorder Element -file $dataDir/DefoColSec$numIntgrPts.out -time -ele 1 section 1 deformation; # section deformations, axial and curvature, node j
# define GRAVITY ############################################################
pattern Plain 1 Linear {
load 1 0 $PCol 0
}
# Gravity-analysis parameters -- load-controlled static analysis
set Tol 1.0e-8; # convergence tolerance for test
# constraints Penalty 1.0e25 1.0e25; # how it handles boundary conditions
constraints Lagrange; # how it handles boundary conditions
numberer RCM; # renumber dof's to minimize band-width (optimization), if you want to
system BandSPD; # how to store and solve the system of equations in the analysis
test NormDispIncr $Tol 150 0; # determine if convergence has been achieved at the end of an iteration step
algorithm Newton; # use Newton's solution algorithm: updates tangent stiffness at every iteration
set NstepGravity 10; # apply gravity in 10 steps
set DGravity [expr 1./$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 $NstepGravity; # apply gravity
# ------------------------------------------------- maintain constant gravity loads and reset time to zero
loadConst -time 0.0
puts "Model Built"
and Units file as well,
# --------------------------------------------------------------------------------------------------
# LibUnits.tcl -- define system of units
# Silvia Mazzoni & Frank McKenna, 2006
#
# define UNITS ----------------------------------------------------------------------------
set in 1.; # define basic units -- output units
set kip 1.; # define basic units -- output units
set sec 1.; # define basic units -- output units
set LunitTXT "inch"; # define basic-unit text for output
set FunitTXT "kip"; # define basic-unit text for output
set TunitTXT "sec"; # define basic-unit text for output
set ft [expr 12.*$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 psf [expr $lbf/pow($ft,3)]; # pounds per square 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
I modelled slab column connection
slab was modelled using elastic beam and columns were modelled as nonlinearbeam column with fiber section. because of boundary conditions (the constant vertical load) was applied underneath of column, I introduced a zero length element for transformation and rotation of the suppeot.
you have:
but you have 3 dofs per node in your model builder...
Code: Select all
element zeroLength 2 1 3 -mat 4 -dir 6 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
and when I run the model I have error message as below:
OpenSees > source slab.tcl
WARNING LagrangeMP_FE::setID(void) - unknown DOF 5 at Node
WARNING LagrangeMP_FE::setID(void) - unknown DOF 5 at Node
WARNING LagrangeMP_FE::setID(void) - unknown DOF 5 at Node
WARNING LagrangeMP_FE::setID(void) - unknown DOF 5 at Node
WARNING BandSPDLinLapackSolver::solve() - the LAPACK routines returned 1
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
OpenSees > source slab.tcl
WARNING LagrangeMP_FE::setID(void) - unknown DOF 5 at Node
WARNING LagrangeMP_FE::setID(void) - unknown DOF 5 at Node
WARNING LagrangeMP_FE::setID(void) - unknown DOF 5 at Node
WARNING LagrangeMP_FE::setID(void) - unknown DOF 5 at Node
WARNING BandSPDLinLapackSolver::solve() - the LAPACK routines returned 1
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
Dear Silvia,
My model is a 2D model and using ur manual, page 387 says that
"For a 2-D problem, you really only need three degrees of freedom at each node, the two
translations in the plane and the rotation about the plane's normal:
model basic -ndm 2 -ndf 3"
and in my model direction 6 is the rotation one.
So I dont understand what do u mean by by asking direction 6 in zero length.
Could u please make me clear what this problem.
plus after runing the model, it does not give error on DoF, I have error on analysis type,....
Regards
Shahram
My model is a 2D model and using ur manual, page 387 says that
"For a 2-D problem, you really only need three degrees of freedom at each node, the two
translations in the plane and the rotation about the plane's normal:
model basic -ndm 2 -ndf 3"
and in my model direction 6 is the rotation one.
So I dont understand what do u mean by by asking direction 6 in zero length.
Could u please make me clear what this problem.
plus after runing the model, it does not give error on DoF, I have error on analysis type,....
Regards
Shahram