The OpenSees Community

thanks

Hello,
I want to set up the internal force of a structure because of the settlement of the support.
How can I set it in opensees?
Thank you!

hello, everyone:

When I use the element in OS, LeadRubberX, I got this warning:
WARNING ran out of memory creating element with tag 1002
TclElementCommand -- unable to create element of type : LeadRubberX

what's the meaning of this warning and why this warninig appears ?

Thank you Pro.fmk,
I will try your suggestions and adjust my script.
Thank you!

hello,
when i use the bond_spl material, this warning appears.
i use the kN-m-sec unit and i use the formula in mm unit.
i wonder whether OS use the default unit "in",and how could i deal with this warning.

well, it may be the orient's question...
element zeroLengthSection $eleTag $iNode $jNode $secTag <-orient $x1 $x2 $x3 $yp1 $yp2 $yp3> <-doRayleigh $rFlag>

Dear fmk,@fmk
Thank you for your kindly reply.
I understand what you mean the use of zeroLength. But here I want to use the command:zeroLengthSection to define a fiber section(zerolength) whose force-rotation relation can be included in the fiber section.
As for the script upon, which part leads to the warning?

thank you

Hello,everyone
I build a canticolumn model with zerolengthsection whose reinforcement bars are modeled with bond_slip material under cycle load

If i deifine "fix 2 1 0 0"(the zerolengthsection can't resist shear so i fix the 1st dof),I will get the following warning:
-------------------------------------------------------------------------------------------------------------------
WARNING: CTestNormDispIncr::test() - failed to converge
after: 1000 iterations current Norm: 2.27057e+013 (max: 1e-006, Norm deltaR: 134.89)
AcceleratedNewton::solveCurrentStep() -The ConvergenceTest object failed in test()
StaticAnalysis::analyze() - the Algorithm failed at iteration: 0 with domain at load factor 0
OpenSees > analyze failed, returned: -3 error flag
WARNING SuperLU::solve(void)- Error 16 returned in factorization dgstrf()
WARNING AcceleratedNewton::solveCurrentStep() -the LinearSysOfEqn failed in solve()
StaticAnalysis::analyze() - the Algorithm failed at iteration: 0 with domain at load factor 690.065
OpenSees > analyze failed, returned: -3 error flag
-------------------------------------------------------------------------------------------------------------------
But when i change the fix command the programe goes well without the mentiond warning, however the result does't fit correctly.
Looking forward dear yours reply!





# Cantilever Column
# -----------------
# Units: kips, in.

# Cyclic analysis five dispBeamColumn + one zeroLengthSection

# modeling the cirvular RC column (FL3) tested by
# Saatcioglu, M., Alsiwat, J. and Ozcebe, G.
# "Hysteretic Behavior of Anchorage Slip in R/C Members,"
# Journal of Structural Engineering, V. 118, No. 9, 1992, pp. 2439-2458.

wipe
logFile log.out
# Create ModelBuilder (with two dimensions and 2 DOF/node)
model basic -ndm 2 -ndf 3

# Create nodes
# tag X Y
node 1 0.0 0.0
node 2 0.0 0.0
node 3 0.0 7.88
node 4 0.0 15.76
node 5 0.0 23.64
node 6 0.0 31.52
node 7 0.0 39.4

# Fix supports at base of column
# Tag DX DY RZ
fix 1 1 1 1
fix 2 1 0 0
# equalDOF 1 2 1

# Define materials for nonlinear columns
## Core concrete (confined)
##CONCRETE tag f'c ec0 f'cu ecu
uniaxialMaterial Concrete01 1 -7.57 -0.006 -6.06 -0.014

## Cover concrete (unconfined)
##CONCRETE tag f'c ec0 f'cu ecu
uniaxialMaterial Concrete01 2 -5.41 -0.002 0.0 -0.006

## STEEL rebar
##STEEL02 tag $Fy $E $b $R0 $cR1 $cR2 $a1 $a2 $a3 $a4
uniaxialMaterial Steel02 3 63.5 29000 0.01 18.5 0.925 0.15 0.00 1.0 0.00 1.0

#uniaxialMaterial StrPen01 $Tag $fy $sy $fu $su $b $R
uniaxialMaterial Bond_SP01 5 63.4 0.022 95.1 0.77 0.4 1.0

# Define cross-section for nonlinear column
## Set some parameters
set colDia 13.8; # bending in this direction (local and global y)
set cover 1.08;
set bcent 1.77; # [expr $cover+0.197+0.5]
set As 0.79; # Area of no. 8 bar

set a [expr $colDia/2.0]
set b [expr $colDia/2.0-$cover]
set c [expr $colDia/2.0-$bcent]

section Fiber 1 {
# core concrete fibers
patch quad 1 12 12 -$b -$b $b -$b $b $b -$b $b
# concrete cover fibers
patch quad 2 16 2 -$a -$a $a -$a $a -$b -$a -$b
patch quad 2 16 2 -$a $b $a $b $a $a -$a $a
patch quad 2 2 12 -$a -$b -$b -$b -$b $b -$a $b
patch quad 2 2 12 $b -$b $a -$b $a $b $b $b
# reinforcing fibers
layer straight 3 3 $As -$c -$c -$c $c
layer straight 3 3 $As $c -$c $c $c
layer straight 3 2 $As 0 -$c 0 $c
}

section Fiber 2 {
# core concrete fibers
patch quad 1 12 12 -$b -$b $b -$b $b $b -$b $b
# concrete cover fibers
patch quad 2 16 2 -$a -$a $a -$a $a -$b -$a -$b
patch quad 2 16 2 -$a $b $a $b $a $a -$a $a
patch quad 2 2 12 -$a -$b -$b -$b -$b $b -$a $b
patch quad 2 2 12 $b -$b $a -$b $a $b $b $b
# reinforcing fibers ！！！！！！！！！！！！！！！
layer straight 5 3 $As -$c -$c -$c $c
layer straight 5 3 $As $c -$c $c $c
layer straight 5 2 $As 0 -$c 0 $c
}

# Define column elements
## Geometry of coloumn elements
geomTransf Linear 1

# Number of integration points along length of element
set np 5

# Create the columns using displacement controlled beam-column elements
# tag ndI ndJ secID
element zeroLengthSection 1 1 2 2
# tag ndI ndJ nsecs secID transfTag
element dispBeamColumn 2 2 3 $np 1 1
element dispBeamColumn 3 3 4 $np 1 1
element dispBeamColumn 4 4 5 $np 1 1
element dispBeamColumn 5 5 6 $np 1 1
element dispBeamColumn 6 6 7 $np 1 1
# puts "here?"
# Set up and perform analysis
## Create recorders
recorder Node -file topdisp.out -time -nodeRange 1 6 -dof 1 disp
recorder Element -file secstrs.out -time -ele 2 section 1 fiber -$c 0 3 stressStrain
recorder Element -file secstrc.out -time -ele 2 section 1 fiber $b 0 2 stressStrain
recorder Element -file secforce.out -time -ele 1 deformation

# 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 -5.000 +5.000 -5.000 +50.000
# center of the view window
vrp +0.000 +0.000 +0.000000E+000
# display elemDispOpt nodeDispOpt magFactor
display 1 3 +4.000000E+000

set P -134.89
pattern Plain 1 "Constant" {
load 7 0.0 $P 0.0
}

# Define analysis parameters
integrator LoadControl 0
system SparseGeneral -piv
test NormDispIncr 1.0e-6 1000
numberer Plain
constraints Plain
algorithm KrylovNewton
analysis Static

# Do one analysis for constant axial load
analyze 1

# Define reference force
pattern Plain 2 "Linear" {
load 7 1.0 0.0 0.0
}

# Compute displacement increment
set dU 0.005

# Perform the analysis
# integrator DisplacementControl $node $dof $incr <$numIter $ΔUmin $ΔUmax>
integrator DisplacementControl 7 1 $dU
analyze 86
integrator DisplacementControl 7 1 -$dU
analyze 172
integrator DisplacementControl 7 1 $dU
analyze 86

integrator DisplacementControl 7 1 $dU
analyze 180
integrator DisplacementControl 7 1 -$dU
analyze 360
integrator DisplacementControl 7 1 $dU
analyze 180

integrator DisplacementControl 7 1 $dU
analyze 360
integrator DisplacementControl 7 1 -$dU
analyze 720
integrator DisplacementControl 7 1 $dU
analyze 360

integrator DisplacementControl 7 1 $dU
analyze 540
integrator DisplacementControl 7 1 -$dU
analyze 1080
integrator DisplacementControl 7 1 $dU
analyze 540

integrator DisplacementControl 7 1 $dU
analyze 720
integrator DisplacementControl 7 1 -$dU
analyze 1440
integrator DisplacementControl 7 1 $dU
analyze 720

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!

Thank you!

dear floatingclouds ,
thank you very much for your help!
this is my e-mail aderss: uyupeng@163.com
looking forward your letter!

I obtain a script writtern by 2003. I try to run it in OpenSees 2.5.0, but show lots of warning and wrong. The one who offer me the script suggests me to try the exact version of opensees. And how to download the different version of opensees?
for example: the version 2.2.0
Thank you very much~

got it, thank you

element Joint2D $eleTag $Nd1 $Nd2 $Nd3 $Nd4 $NdC <$Mat1 $Mat2 $Mat3 $Mat4> $MatC $LrgDspTag

i know "$MatC uniaxial material tag for rotational spring of the central node that describes shear panel behavior" can use Pinching4
How about $Mat1 $Mat2 $Mat3 $Mat4?
Still Pinching4? If so, could give an eample?
Thank you

vesna wrote:
> When I ran this example I did not see the same error. The error I saw was
> related to inability of opensees to open ground motion file.
>
> Try making the following changes and it should work for you as well:
>
> 1. Create the folder with a name GMfiles which is to be in the same folder
> with all the other files from this example. Unzip the ground motion file
> and copy H-E12140.AT2 to the GMfiles folder.
>
> 2. Inside of your element file replace the line:
> set GMdir "../GMfiles/";
> with
> set GMdir "GMfiles/";
>
> This is working for me so it should work for you as well.


This solve my problem: can't read file~~ Thank you