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selimgunay wrote:
> That means tangent sitffness proportional damping, where tangent stiffness
> corresponds to that at the end of an time step not each iteration
dear selimgunay
sorry ,Is it equivalent stiffness？Can you explain a little bit more, is this tangent stiffness, is this tangent stiffness per time step, or is this line connecting the starting and ending points of each time step, or have you seen any literature on this stiffness? Thank you very much

dear everyone
need help
rayleigh $alphaM $betaK $betaKinit $betaKcomm，How do you use this stiffness（$betaKcomm）? What does this stiffness mean（$betaKcomm）?

dear everyone,
I want to know what is the output of the plasticRotation record command,This command is not described on the official website, but in the example.

selimgunay wrote:
> Because the bottom story column bases should still have moment capacities
> in the out of plane direction if you are using fiber sections
thanks ，I do use the fiber section，But I don't quite understand why the fiber section has an effect on this, can you explain it for me
thank you very much

A planar frame is built in a three-dimensional model, constraining the degrees of freedom outside the plane，What is the reason that the calculation results show that there is still strength outside the plane

cgtydmrc wrote:
> Dear Frank,
>
> Do you have any idea on that please?
>
> Thanks,
> C.
i also need,could you share it?237239246@qq.com,tanks

How can opensees extract the mass matrix and the stiffness matrix? Vibration mode？
How do I use the leadrubberx unit in the 2 dimension 3 degrees of freedom in opensees?
This question has been bothering me for days. Thank you for your help.

Help leadrubberx source code, my mail jackxiao209@yahoo.com, thank you

thanks fmk

I do not know how to use this command, I hope everyone can help me, thank you

giovannimilan wrote:
> I myself did it in the post processing phase... summing up (python script
> or even excel) the values of the accel nodal recorder (relative) with the
> GM accelleration values, making sure that the time-step of the two is the
> same. It worked fine!
But I do not know how to use this absacc command

giovannimilan wrote:
> I myself did it in the post processing phase... summing up (python script or even
> excel) the values of the accel nodal recorder (relative) with the GM accelleration
> values, making sure that the time-step of the two is the same. It worked fine!

thanks ,i know，Do you know absacc this command, this seems to be able to directly extract the absolute acceleration

I do not know how to extract the absolute acceleration

2. recorder Node -file nodesA.out -timeSeries 1 -time -node 1 2 3 4 -dof 1 accel;
For a UniformExcitation analysis, this command generates output file nodesA.out that contains absolute accelerations (ground motion acceleration + relative acceleration) in x direction for nodes 1, 2, 3, and 4. NOTE that if no TimeSeries is provided and a uniform excitation analysis is performed, the relative accelerations are recorded.

# --------------------------------------------------------------------------------------------------
# Example 5. 2D Frame -- Build Model
# nonlinearBeamColumn element, inelastic fiber section -- Reinforced Concrete Section
# Silvia Mazzoni & Frank McKenna, 2006
#

# 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 (you can remove this)
file mkdir $dataDir; # create data directory
set GMdir "../GMfiles/"; # ground-motion file directory
source LibUnits.tcl; # define units
source BuildRCrectSection.tcl; # procedure for definining RC fiber section

# define GEOMETRY -------------------------------------------------------------
# define structure-geometry paramters
set LCol [expr 14*$ft]; # column height
set LBeam [expr 24*$ft]; # beam length

# calculate locations of beam/column intersections:
set X1 0.;
set X2 [expr $X1 + $LBeam];
set X3 [expr $X2 + $LBeam];
set X4 [expr $X3 + $LBeam];
set Y1 0.;
set Y2 [expr $Y1 + $LCol];
set Y3 [expr $Y2 + $LCol];
set Y4 [expr $Y3 + $LCol];

# define nodal coordinates
node 11 $X1 $Y1
node 12 $X2 $Y1
node 13 $X3 $Y1
node 14 $X4 $Y1
node 21 $X1 $Y2
node 22 $X2 $Y2
node 23 $X3 $Y2
node 24 $X4 $Y2
node 31 $X1 $Y3
node 32 $X2 $Y3
node 33 $X3 $Y3
node 34 $X4 $Y3
node 41 $X1 $Y4
node 42 $X2 $Y4
node 43 $X3 $Y4
node 44 $X4 $Y4

# Set up parameters that are particular to the model for displacement control
set IDctrlNode 41; # node where displacement is read for displacement control
set IDctrlDOF 1; # degree of freedom of displacement read for displacement control
set NStory 3; # number of stories above ground level
set NBay 3; # number of bays
set LBuilding $Y4; # total building height

# BOUNDARY CONDITIONS
fix 11 1 1 0
fix 12 1 1 0
fix 13 1 1 0
fix 14 1 1 0

# Define SECTIONS -------------------------------------------------------------
set SectionType FiberSection; # options: Elastic FiberSection

# define section tags:
set ColSecTag 1
set BeamSecTag 2

# Section Properties:
set HCol [expr 24*$in]; # square-Column width
set BCol $HCol
set HBeam [expr 42*$in]; # Beam depth -- perpendicular to bending axis
set BBeam [expr 24*$in]; # Beam width -- parallel to bending axis

if {$SectionType == "Elastic"} {
# material properties:
set fc 4000*$psi; # concrete nominal compressive strength
set Ec [expr 57*$ksi*pow($fc/$psi,0.5)]; # concrete Young's Modulus
# column section properties:
set AgCol [expr $HCol*$BCol]; # rectuangular-Column cross-sectional area
set IzCol [expr 0.5*1./12*$BCol*pow($HCol,3)]; # about-local-z Rect-Column gross moment of inertial
# beam sections:
set AgBeam [expr $HBeam*$BBeam]; # rectuangular-Beam cross-sectional area
set IzBeam [expr 0.5*1./12*$BBeam*pow($HBeam,3)]; # about-local-z Rect-Beam cracked moment of inertial

section Elastic $ColSecTag $Ec $AgCol $IzCol
section Elastic $BeamSecTag $Ec $AgBeam $IzBeam

} elseif {$SectionType == "FiberSection"} {
# MATERIAL parameters
source LibMaterialsRC.tcl; # define library of Reinforced-concrete Materials

# FIBER SECTION properties
# Column section geometry:
set cover [expr 2.5*$in]; # rectangular-RC-Column cover
set numBarsTopCol 8; # number of longitudinal-reinforcement bars on top layer
set numBarsBotCol 8; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntCol 6; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopCol [expr 1.*$in*$in]; # longitudinal-reinforcement bar area
set barAreaBotCol [expr 1.*$in*$in]; # longitudinal-reinforcement bar area
set barAreaIntCol [expr 1.*$in*$in]; # longitudinal-reinforcement bar area

set numBarsTopBeam 6; # number of longitudinal-reinforcement bars on top layer
set numBarsBotBeam 6; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntBeam 2; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopBeam [expr 1.*$in*$in]; # longitudinal-reinforcement bar area
set barAreaBotBeam [expr 1.*$in*$in]; # longitudinal-reinforcement bar area
set barAreaIntBeam [expr 1.*$in*$in]; # longitudinal-reinforcement bar area

set nfCoreY 20; # number of fibers in the core patch in the y direction
set nfCoreZ 20; # number of fibers in the core patch in the z direction
set nfCoverY 20; # number of fibers in the cover patches with long sides in the y direction
set nfCoverZ 20; # number of fibers in the cover patches with long sides in the z direction
# rectangular section with one layer of steel evenly distributed around the perimeter and a confined core.
BuildRCrectSection $ColSecTag $HCol $BCol $cover $cover $IDconcCore $IDconcCover $IDSteel $numBarsTopCol $barAreaTopCol $numBarsBotCol $barAreaBotCol $numBarsIntCol $barAreaIntCol $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
BuildRCrectSection $BeamSecTag $HBeam $BBeam $cover $cover $IDconcCore $IDconcCover $IDSteel $numBarsTopBeam $barAreaTopBeam $numBarsBotBeam $barAreaBotBeam $numBarsIntBeam $barAreaIntBeam $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
} else {
puts "No section has been defined"
return -1
}


# define ELEMENTS
# set up geometric transformations of element
# separate columns and beams, in case of P-Delta analysis for columns
set IDColTransf 1; # all columns
set IDBeamTransf 2; # all beams
set ColTransfType Linear ; # options, Linear PDelta Corotational
geomTransf $ColTransfType $IDColTransf ; # only columns can have PDelta effects (gravity effects)
geomTransf Linear $IDBeamTransf

# Define Beam-Column Elements
set np 5; # number of Gauss integration points for nonlinear curvature distribution-- np=2 for linear distribution ok
# columns
element nonlinearBeamColumn 111 11 21 $np $ColSecTag $IDColTransf; # level 1-2
element nonlinearBeamColumn 112 12 22 $np $ColSecTag $IDColTransf
element nonlinearBeamColumn 113 13 23 $np $ColSecTag $IDColTransf
element nonlinearBeamColumn 114 14 24 $np $ColSecTag $IDColTransf
element nonlinearBeamColumn 121 21 31 $np $ColSecTag $IDColTransf; # level 2-3
element nonlinearBeamColumn 122 22 32 $np $ColSecTag $IDColTransf
element nonlinearBeamColumn 123 23 33 $np $ColSecTag $IDColTransf
element nonlinearBeamColumn 124 24 34 $np $ColSecTag $IDColTransf
element nonlinearBeamColumn 131 31 41 $np $ColSecTag $IDColTransf; # level 3-4
element nonlinearBeamColumn 132 32 42 $np $ColSecTag $IDColTransf
element nonlinearBeamColumn 133 33 43 $np $ColSecTag $IDColTransf
element nonlinearBeamColumn 134 34 44 $np $ColSecTag $IDColTransf
# beams
element nonlinearBeamColumn 221 21 22 $np $BeamSecTag $IDBeamTransf; # level 2
element nonlinearBeamColumn 222 22 23 $np $BeamSecTag $IDBeamTransf;
element nonlinearBeamColumn 223 23 24 $np $BeamSecTag $IDBeamTransf;
element nonlinearBeamColumn 231 31 32 $np $BeamSecTag $IDBeamTransf; # level 3
element nonlinearBeamColumn 232 32 33 $np $BeamSecTag $IDBeamTransf;
element nonlinearBeamColumn 233 33 34 $np $BeamSecTag $IDBeamTransf;
element nonlinearBeamColumn 241 41 42 $np $BeamSecTag $IDBeamTransf; # level 4
element nonlinearBeamColumn 242 42 43 $np $BeamSecTag $IDBeamTransf;
element nonlinearBeamColumn 243 43 44 $np $BeamSecTag $IDBeamTransf;

# Define GRAVITY LOADS, weight and masses
# calculate dead load of frame, assume this to be an internal frame (do LL in a similar manner)
# calculate distributed weight along the beam length
set GammaConcrete [expr 150*$pcf]; # Reinforced-Concrete floor slabs
set Tslab [expr 6*$in]; # 6-inch slab
set Lslab [expr 2*$LBeam/2]; # assume slab extends a distance of $LBeam1/2 in/out of plane
set Qslab [expr $GammaConcrete*$Tslab*$Lslab];
set QBeam [expr 94*$lbf/$ft]; # W-section weight per length
set QdlBeam [expr $Qslab + $QBeam]; # dead load distributed along beam.
set QdlCol [expr 114*$lbf/$ft]; # W-section weight per length
set WeightCol [expr $QdlCol*$LCol]; # total Column weight
set WeightBeam [expr $QdlBeam*$LBeam]; # total Beam weight

# assign masses to the nodes that the columns are connected to
# each connection takes the mass of 1/2 of each element framing into it (mass=weight/$g)
mass 21 [expr ($WeightCol/2 + $WeightCol/2 +$WeightBeam/2)/$g] 0. 0.; # level 2
mass 22 [expr ($WeightCol/2 + $WeightCol/2 +$WeightBeam/2 +$WeightBeam/2)/$g] 0. 0.;
mass 23 [expr ($WeightCol/2 + $WeightCol/2 +$WeightBeam/2 +$WeightBeam/2)/$g] 0. 0.;
mass 24 [expr ($WeightCol/2 + $WeightCol/2 +$WeightBeam/2)/$g] 0. 0.;
mass 31 [expr ($WeightCol/2 + $WeightCol/2 +$WeightBeam/2)/$g] 0. 0.; # level 3
mass 32 [expr ($WeightCol/2 + $WeightCol/2 +$WeightBeam/2 +$WeightBeam/2)/$g] 0. 0.;
mass 33 [expr ($WeightCol/2 + $WeightCol/2 +$WeightBeam/2 +$WeightBeam/2)/$g] 0. 0.;
mass 34 [expr ($WeightCol/2 + $WeightCol/2 +$WeightBeam/2)/$g] 0. 0.;
mass 41 [expr ($WeightCol/2 +$WeightBeam/2)/$g] 0. 0.; # level 4
mass 42 [expr ($WeightCol/2 +$WeightBeam/2 +$WeightBeam/2)/$g] 0. 0.;
mass 43 [expr ($WeightCol/2 +$WeightBeam/2 +$WeightBeam/2)/$g] 0. 0.;
mass 44 [expr ($WeightCol/2 +$WeightBeam/2)/$g] 0. 0.;
# calculate total Floor Mass
set WeightFloor2 [expr $WeightCol*4/2+$WeightCol*4/2+3*$WeightBeam]; # level 2 weight
set WeightFloor3 [expr $WeightCol*4/2+$WeightCol*4/2+3*$WeightBeam];
set WeightFloor4 [expr $WeightCol*4/2+3*$WeightBeam];
set WeightTotal [expr $WeightFloor2 + $WeightFloor3 + $WeightFloor4]; # total frame weight
set MassFloor2 [expr $WeightFloor2/$g];
set MassFloor3 [expr $WeightFloor3/$g];
set MassFloor4 [expr $WeightFloor4/$g];
set MassTotal [expr $MassFloor2+$MassFloor3+$MassFloor4]; # total frame mass

# LATERAL-LOAD distribution for static pushover analysis
# calculate distribution of lateral load based on mass/weight distributions along building height
# Fj = WjHj/sum(WiHi) * Weight at each floor j
set sumWiHi [expr $WeightFloor2*$Y2 + $WeightFloor3*$Y3 + $WeightFloor4*$Y4]; # denominator
set Fj2 [expr $WeightFloor2*$Y2/$sumWiHi*$WeightTotal]; # total for floor 2
set Fj3 [expr $WeightFloor3*$Y3/$sumWiHi*$WeightTotal]; # total for floor 3
set Fj4 [expr $WeightFloor4*$Y4/$sumWiHi*$WeightTotal]; # total for floor 4
set Fi2 [expr $Fj2/4]; # per node on floor 2
set Fi3 [expr $Fj3/4]; # per node on floor 3
set Fi4 [expr $Fj4/4]; # per node on floor 4
set iFi "$Fi2 $Fi3 $Fi4"; # vectorize

# Define RECORDERS -------------------------------------------------------------
# recorder Node -file $dataDir/DFree.out -time -node 41 -dof 1 2 3 disp; # displacements of free node
# recorder Node -file $dataDir/DBase.out -timeSeries $AccelSeries -time -node 11 12 21 22 -dof 1 2 3 accel; # displacements of support nodes
# recorder Node -file $dataDir/RBase.out -time -node 11 12 13 14 -dof 1 2 3 reaction; # support reaction
# recorder Drift -file $dataDir/DrNode.out -time -iNode 11 -jNode 41 -dof 1 -perpDirn 2; # lateral drift
# recorder Element -file $dataDir/Fel1.out -time -ele 111 localForce; # element forces in local coordinates
# recorder Element -file $dataDir/ForceEle1sec1.out -time -ele 111 section 1 force; # section forces, axial and moment, node i
# recorder Element -file $dataDir/DefoEle1sec1.out -time -ele 111 section 1 deformation; # section deformations, axial and curvature, node i
# recorder Element -file $dataDir/ForceEle1sec$np.out -time -ele 111 section $np force; # section forces, axial and moment, node j
# recorder Element -file $dataDir/DefoEle1sec$np.out -time -ele 111 section $np deformation; # section deformations, axial and curvature, node j
# recorder Element -file $dataDir/SSEle1sec1.out -time -ele 111 section $np fiber 0 0 $IDSteel stressStrain; # steel fiber stress-strain, node i

# define GRAVITY -------------------------------------------------------------
# GRAVITY LOADS # define gravity load applied to beams and columns -- eleLoad applies loads in local coordinate axis
pattern Plain 101 Linear {
eleLoad -ele 221 222 223 -type -beamUniform -$QdlBeam; ; # beams level 2 (in -ydirection)
eleLoad -ele 231 232 233 -type -beamUniform -$QdlBeam;
eleLoad -ele 241 242 243 -type -beamUniform -$QdlBeam
eleLoad -ele 111 112 113 114 -type -beamUniform 0 -$QdlCol; # columns level 1-2 (in -xdirection)
eleLoad -ele 121 122 123 124 -type -beamUniform 0 -$QdlCol;
eleLoad -ele 131 132 133 134 -type -beamUniform 0 -$QdlCol;
}
# Gravity-analysis parameters -- load-controlled static analysis
set Tol 1.0e-8; # convergence tolerance for test
variable constraintsTypeGravity Plain; # default;
if { [info exists RigidDiaphragm] == 1} {
if {$RigidDiaphragm=="ON"} {
variable constraintsTypeGravity Lagrange; # large model: try Transformation
}; # if rigid diaphragm is on
}; # if rigid diaphragm exists
constraints $constraintsTypeGravity ; # how it handles boundary conditions
numberer RCM; # renumber dof's to minimize band-width (optimization), if you want to
system BandGeneral ; # how to store and solve the system of equations in the analysis (large model: try UmfPack)
test NormDispIncr $Tol 6 ; # determine if convergence has been achieved at the end of an iteration step
algorithm Newton; # use Newton's solution algorithm: updates tangent stiffness at every iteration
set NstepGravity 10; # apply gravity in 10 steps
set DGravity [expr 1./$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"

# --------------------------------------------------------------------------------------------------
# Example 5. 2D Frame -- Dynamic Earthquake Analysis
# Silvia Mazzoni & Frank McKenna, 2006
# execute this file after you have built the model, and after you apply gravity
#

# source in procedures
source ReadSMDfile.tcl; # procedure for reading GM file and converting it to proper format

# Uniform Earthquake ground motion (uniform acceleration input at all support nodes)
set GMdirection 1; # ground-motion direction
set GMfile "H-e12140" ; # ground-motion filenames
set GMfact 1.5; # ground-motion scaling factor

# set up ground-motion-analysis parameters
set DtAnalysis [expr 0.01*$sec]; # time-step Dt for lateral analysis
set TmaxAnalysis [expr 10 *$sec]; # maximum duration of ground-motion analysis -- should be 50*$sec

# ----------- set up analysis parameters
source LibAnalysisDynamicParameters.tcl; # constraintsHandler,DOFnumberer,system-ofequations,convergenceTest,solutionAlgorithm,integrator

# ------------ define & apply damping
# RAYLEIGH damping parameters, Where to put M/K-prop damping, switches (http://opensees.berkeley.edu/OpenSees/m ... l/1099.htm)
# D=$alphaM*M + $betaKcurr*Kcurrent + $betaKcomm*KlastCommit + $beatKinit*$Kinitial
# set xDamp 0.02; # damping ratio
# set MpropSwitch 1.0;
# set KcurrSwitch 0.0;
# set KcommSwitch 1.0;
# set KinitSwitch 0.0;
# set nEigenI 1; # mode 1
# set nEigenJ 3; # mode 3
# set lambdaN [eigen [expr $nEigenJ]]; # eigenvalue analysis for nEigenJ modes
# set lambdaI [lindex $lambdaN [expr $nEigenI-1]]; # eigenvalue mode i
# set lambdaJ [lindex $lambdaN [expr $nEigenJ-1]]; # eigenvalue mode j
# set omegaI [expr pow($lambdaI,0.5)];
# set omegaJ [expr pow($lambdaJ,0.5)];
# set alphaM [expr $MpropSwitch*$xDamp*(2*$omegaI*$omegaJ)/($omegaI+$omegaJ)]; # M-prop. damping; D = alphaM*M
# set betaKcurr [expr $KcurrSwitch*2.*$xDamp/($omegaI+$omegaJ)]; # current-K; +beatKcurr*KCurrent
# set betaKcomm [expr $KcommSwitch*2.*$xDamp/($omegaI+$omegaJ)]; # last-committed K; +betaKcomm*KlastCommitt
# set betaKinit [expr $KinitSwitch*2.*$xDamp/($omegaI+$omegaJ)]; # initial-K; +beatKinit*Kini
# rayleigh $alphaM $betaKcurr $betaKinit $betaKcomm; # RAYLEIGH damping

# --------------------------------- perform Dynamic Ground-Motion Analysis
# the following commands are unique to the Uniform Earthquake excitation
set IDloadTag 400; # for uniformSupport excitation
# Uniform EXCITATION: acceleration input
set inFile $GMfile.at2
set outFile $GMfile.g3; # set variable holding new filename (PEER files have .at2/dt2 extension)
ReadSMDFile $inFile $outFile dt; # call procedure to convert the ground-motion file
set GMfatt [expr $g*$GMfact]; # data in input file is in g Unifts -- ACCELERATION TH
set AccelSeries "Series -dt $dt -filePath $outFile -factor $GMfatt"; # time series information
pattern UniformExcitation $IDloadTag $GMdirection -accel $AccelSeries ; # create Unifform excitation
recorder Node -file $dataDir/DBase.out -timeSeries $AccelSeries -time -node 11 12 21 22 -dof 1 2 3 accel;
set Nsteps [expr int($TmaxAnalysis/$DtAnalysis)];
set ok [analyze $Nsteps $DtAnalysis]; # actually perform analysis; returns ok=0 if analysis was successful

if {$ok != 0} { ; # analysis was not successful.
# --------------------------------------------------------------------------------------------------
# change some analysis parameters to achieve convergence
# performance is slower inside this loop
# Time-controlled analysis
set ok 0;
set controlTime [getTime];
while {$controlTime < $TmaxAnalysis && $ok == 0} {
set controlTime [getTime]
set ok [analyze 1 $DtAnalysis]
if {$ok != 0} {
puts "Trying Newton with Initial Tangent .."
test NormDispIncr $Tol 1000 0
algorithm Newton -initial
set ok [analyze 1 $DtAnalysis]
test $testTypeDynamic $TolDynamic $maxNumIterDynamic 0
algorithm $algorithmTypeDynamic
}
if {$ok != 0} {
puts "Trying Broyden .."
algorithm Broyden 8
set ok [analyze 1 $DtAnalysis]
algorithm $algorithmTypeDynamic
}
if {$ok != 0} {
puts "Trying NewtonWithLineSearch .."
algorithm NewtonLineSearch .8
set ok [analyze 1 $DtAnalysis]
algorithm $algorithmTypeDynamic
}
}
}; # end if ok !0


puts "Ground Motion Done. End Time: [getTime]"

Low cycle，The loading method is inverted triangle