why i can not define the recorder when the material is steel01

[yuyang]

I am a beginner of opensees.When i followed the vedio2 of the following http://openseesnavigator.berkeley.edu/documentation/videos.I always got a problem to define the recorder of beamcolumn element.there will be a recorder eroor as http://pan.baidu.com/s/1i4z3hfZ. But if i change the material from steel01 to concrete .There was no problem at this step

• This topic was modified 7 years, 7 months ago by yuyang.
• This topic was modified 7 years, 7 months ago by yuyang.

[yuyang]

The first website is http://openseesnavigator.berkeley.edu/documentation/videos/

[kengawk]

I suggest that you’d better upload the model that contains the problem.

[yuyang]

do you mean upload the tcl codes?

[kengawk]

yeah,mat or tcl files.

[yuyang]

now i already solved that problem. but there is another one with my case.here i will appendix the tcl codes of my case. so sorry that i do not know how to upload files here.i will copy them respectively

[yuyang]

here is the main file
# second example.tcl
logFile “second example.log”
set systemTime [clock seconds]

puts “===============================================================================”
puts “OpenSees Navigator: Version 2.5.5”
puts “File sourced: C:/mat/新建文件夹/yy/yyyy/y12/second example/second example.tcl”
puts “Starting OpenSees analysis: [clock format $systemTime -format “%d-%b-%Y %H:%M:%S”]”
puts “===============================================================================”

puts “\n########################”
puts “# Analysis-Sequence 1 #”
puts “########################”

# Start timing of this analysis sequence
# ————————————–
set tStart [clock clicks -milliseconds]

# Start of model generation
# =========================

# Create ModelBuilder
# ——————-
model BasicBuilder -ndm 2 -ndf 3

# Define geometry
# —————
source NodeCoord.tcl

# Define Single Point Constraints
# ——————————-
source SPConstraint.tcl

# Define nodal masses
# ——————-
source NodeMass.tcl

# Define Multi Point Constraints
# ——————————
source MPConstraint.tcl

# Define material(s)
# ——————
source Materials.tcl

# Define section(s)
# —————–
source Sections.tcl

# Define geometric transformation(s)
# ———————————-
source GeoTran.tcl

# Define element(s)
# —————–
source Elements.tcl

# Define damping parameters
# ————————-

# Define time series
# ——————
source TimeSeries.tcl

# Start of analysis generation
# ============================

# Get Initial Stiffness
# ———————
initialize

puts “o Analysis: pushover”
# ~~~~~~~~~~~~~~~~~~~~~~~~~

# Define load pattern
# ——————-
source LoadPattern_4.tcl

# Define recorder(s)
# ——————
source Recorder_4.tcl

# Define analysis options
# ———————–
source AnalysisOptn_4.tcl

# Record initial state of model
# —————————–
record

# Analyze model
# ————-
analyze 1

# Stop timing of this analysis sequence
# ————————————-
set tStop [clock clicks -milliseconds]
puts “o Time taken: [expr ($tStop-$tStart)/1000.0] sec”

# Clean up
# ——–
wipe
set systemTime [clock seconds]
puts “\n===============================================================================”
puts “Finished OpenSees analysis: [clock format $systemTime -format “%d-%b-%Y %H:%M:%S”]”
puts “===============================================================================”
exit

[yuyang]

here are node information
# NodeCoord.tcl

# Node tag xCrd yCrd ndf
node 1 +0.000000E+00 +0.000000E+00 -ndf 3
node 2 +0.000000E+00 +1.560000E+02 -ndf 3
node 3 +0.000000E+00 +3.120000E+02 -ndf 3
node 4 +3.600000E+02 +0.000000E+00 -ndf 3
node 5 +3.600000E+02 +1.560000E+02 -ndf 3
node 6 +3.600000E+02 +3.120000E+02 -ndf 3

# SPConstraint.tcl

# SPC tag Dx Dy Rz
fix 1 1 1 1
fix 4 1 1 1

# MPConstraint.tcl

# Equal DOF: f1: mNodeTag sNodeTag dof
equalDOF 2 5 1
# Equal DOF: f2: mNodeTag sNodeTag dof
equalDOF 3 6 1

# NodeMass.tcl

# Mass tag mx my mIz
mass 2 +5.000000E-01 +0.000000E+00 +0.000000E+00
mass 3 +5.000000E-01 +0.000000E+00 +0.000000E+00
mass 5 +5.000000E-01 +0.000000E+00 +0.000000E+00
mass 6 +5.000000E-01 +0.000000E+00 +0.000000E+00

• This reply was modified 7 years, 6 months ago by yuyang.

[yuyang]

here are element information

# Materials.tcl

# Material “Column”: matTag Fy E b a1 a2 a3 a4
uniaxialMaterial Steel01 1 +5.000000E+01 +2.900000E+04 +1.000000E-02 +0.000000E+00 +1.000000E+00 +0.000000E+00 +1.000000E+00

# Material “ElasticDefault”: matTag E <eta> <Eneg>
uniaxialMaterial Elastic 2 +2.900000E+04 +0.000000E+00

# Material “beam”: matTag Fy E b a1 a2 a3 a4
uniaxialMaterial Steel01 3 +3.600000E+01 +2.900000E+04 +1.000000E-02 +0.000000E+00 +1.000000E+00 +0.000000E+00 +1.000000E+00

# Sections.tcl

# Section “Beam”: secTag
section Fiber 1 {
# PatchAISC “beam”: matTag NSIJ NSJK Iy Iz Jy Jz Ky Kz Ly Lz
patch quad 3 6 1 +1.126000E+01 +3.520000E+00 +1.126000E+01 -3.520000E+00 +1.185000E+01 -3.520000E+00 +1.185000E+01 +3.520000E+00
patch quad 3 1 6 -1.126000E+01 +2.150000E-01 -1.126000E+01 -2.150000E-01 +1.126000E+01 -2.150000E-01 +1.126000E+01 +2.150000E-01
patch quad 3 6 1 -1.185000E+01 +3.520000E+00 -1.185000E+01 -3.520000E+00 -1.126000E+01 -3.520000E+00 -1.126000E+01 +3.520000E+00
}

# Section “ElasticDefault”: secTag E A Iz <G> <alpha>
section Elastic 2 +2.900000E+04 +1.800000E+02 +4.860000E+03 +1.115400E+04 +8.333333E-01

# Section “column”: secTag
section Fiber 3 {
# PatchAISC “column”: matTag NSIJ NSJK Iy Iz Jy Jz Ky Kz Ly Lz
patch quad 1 6 1 +1.270500E+01 +4.995000E+00 +1.270500E+01 -4.995000E+00 +1.345000E+01 -4.995000E+00 +1.345000E+01 +4.995000E+00
patch quad 1 1 6 -1.270500E+01 +2.450000E-01 -1.270500E+01 -2.450000E-01 +1.270500E+01 -2.450000E-01 +1.270500E+01 +2.450000E-01
patch quad 1 6 1 -1.345000E+01 +4.995000E+00 -1.345000E+01 -4.995000E+00 -1.270500E+01 -4.995000E+00 -1.270500E+01 +4.995000E+00
}

# Elements.tcl

# Element “column”: eleTag NodeI NodeJ NIP secTag geoTranTag <-mass massDens> <-iter maxIters tol>
element forceBeamColumn 1 1 2 5 3 2 -mass +0.000000E+00 -iter 10 +1.000000E-12

# Element “column”: eleTag NodeI NodeJ NIP secTag geoTranTag <-mass massDens> <-iter maxIters tol>
element forceBeamColumn 2 4 5 5 3 2 -mass +0.000000E+00 -iter 10 +1.000000E-12

# Element “column”: eleTag NodeI NodeJ NIP secTag geoTranTag <-mass massDens> <-iter maxIters tol>
element forceBeamColumn 3 2 3 5 3 2 -mass +0.000000E+00 -iter 10 +1.000000E-12

# Element “column”: eleTag NodeI NodeJ NIP secTag geoTranTag <-mass massDens> <-iter maxIters tol>
element forceBeamColumn 4 5 6 5 3 2 -mass +0.000000E+00 -iter 10 +1.000000E-12

# Element “beam”: eleTag NodeI NodeJ NIP secTag geoTranTag <-mass massDens> <-iter maxIters tol>
element forceBeamColumn 5 2 5 5 1 1 -mass +0.000000E+00 -iter 10 +1.000000E-12

# Element “beam”: eleTag NodeI NodeJ NIP secTag geoTranTag <-mass massDens> <-iter maxIters tol>
element forceBeamColumn 6 3 6 5 1 1 -mass +0.000000E+00 -iter 10 +1.000000E-12

# GeoTran.tcl

# GeoTran type tag
geomTransf Corotational 1
# GeoTran type tag
geomTransf PDelta 2

• This reply was modified 7 years, 6 months ago by yuyang.

[yuyang]

and here are loadpattern and analysis option

# LoadPattern_4.tcl

# LoadPattern “pushover”: patternTag tsTag factor
pattern Plain 1 1 -fact +1.000000E+00 {
# Load nodeTag LoadValues

# SP nodeTag dofTag DispValue

# eleLoad eleTags beamUniform Wy <Wx>

# eleLoad eleTags beamPoint Py xL <Px>
}

# Recorder_4.tcl

# Node Recorder “DefoShape”: fileName <nodeTag> dof respType
recorder Node -file pushover_Node_DefoShape_Dsp.out -time -nodeRange 1 6 -dof 1 2 3 disp
recorder Node -file pushover_Node_DefoShape_Acc.out -time -nodeRange 1 6 -dof 1 2 3 accel

# BeamColumn Recorder “allbc”: fileName <eleTag> arguments
recorder Element -file pushover_BeamColumn_allbc_LocForc.out -time -ele 1 2 3 4 5 6 localForce
recorder Element -file pushover_BeamColumn_allbc_ChordRot.out -time -ele 1 2 3 4 5 6 chordRotation

# TimeSeries.tcl

# TimeSeries “LinearDefault”: tsTag cFactor
timeSeries Linear 1 -factor +1.000000E+00

# AnalysisOptn_4.tcl

# AnalysisOptn “pushover”: Type: Static
# ————————————-
# Constraint Handler
constraints Plain
# DOF Numberer
numberer RCM
# System of Equations
system BandGeneral
# Convergence Test
test NormDispIncr +1.000000E-06 25 0 2
# Solution Algorithm
algorithm NewtonLineSearch -type InitialInterpolated -tol +8.000000E-01 -maxIter 10 -minEta +1.000000E-01 -maxEta +1.000000E+01 -pFlag 1
# Integrator
integrator DisplacementControl 3 1 +1.000000E-02
# Analysis Type
analysis Static

[yuyang]

and here are what the OpenSees feedback to me

===============================================================================
OpenSees Navigator: Version 2.5.5
File sourced: C:/mat/新建文件夹/yy/yyyy/y12/second example/second example.tcl
Starting OpenSees analysis: 14-Mar-2016 13:27:08
===============================================================================

########################
# Analysis-Sequence 1 #
########################
o Analysis: pushover
WARNING: CTestNormDispIncr::setEquiSolnAlgo() – no SOE
WARNING DisplacementControl::domainChanged() – zero reference loadStaticAnalysis::setAlgorithm() – Integrator::domainChanged() failedStaticAnalysis::analyze() – domainChanged failed at step 0 of 1
OpenSees > analyze failed, returned: -1 error flag
o Time taken: 0.035 sec

===============================================================================
Finished OpenSees analysis: 14-Mar-2016 13:27:08
===============================================================================

hopefully that you can give me some advice. as it is hardly to find anyguys who know how to use Opensees around me.

thanks a lot
best regard

• This reply was modified 7 years, 6 months ago by yuyang.

[yuyang]

oh.i know the reason now . the video did not assign pushover load after gravity analyze. so after i assign it . the case is ok now. so sorry to disturb you .
here i want to know how to create or find the timeseries file for earthquake load . ss the example i download from website was not including EQ timeseries file

thank you again

[Andreas Schellenberg]

If you download the example by clicking on “OSN Model” on the following website http://openseesnavigator.berkeley.edu/documentation/videos/ it will include the ground motion files.

[yuyang]

is it possible to remove a column or any other element at a specific time through opensees navigator？
and how to assign gravity first ，then assign nodes load step by step？

[Andreas Schellenberg]

Yes, you can remove elements by specifying a “User Defined Analysis Script” in the Analysis Case. With that option you have full control of the OpenSees analysis.
If you want to look at an example on how to control the analysis I suggest that you study Example 3: http://openseesnavigator.berkeley.edu/wp-content/uploads/2015/09/Example3.zip
This example does not remove elements, but it shows you how to use “User Defined Analysis Scripts” for both static and transient analyses.

[Author]

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