element nonlinearBeamColumn $eleTag $iNode $jNode $numIntgrPts $secTag $transfTag <-mass $massDens> <-iter $maxIters $tol> <-integration $intType>
in this command , "<-iter $maxIters $tol>" means $maxIters maximum number of iterations to undertake to satisfy element compatibility (optional, default=1) in the mannual.
My question is where can I find the theory to explain the iterations to satisfy element compatibility?
In some common papers or books , I cannt find the discriptions about iterations on element.
could you give me some direcitons about which paper I should read to make the meanings in this tcl command more clear?
Beg your help eagerly.
Search found 28 matches
- Wed Nov 03, 2010 6:42 pm
- Forum: Framework
- Topic: -iter in nonlinearBeamColumn element ,
- Replies: 1
- Views: 2348
- Sat Oct 16, 2010 4:47 pm
- Forum: Framework
- Topic: HOW to indetify this problem?
- Replies: 2
- Views: 3063
and some appliments
but when i set the Peak ground motion as 0.05g, and I can get the result, and the analysis get through.
so Is there any methods to analyze the model with different parameters in different time?
Could you give me more details ?
I will be very thankful for your help.
so Is there any methods to analyze the model with different parameters in different time?
Could you give me more details ?
I will be very thankful for your help.
- Fri Oct 15, 2010 1:09 am
- Forum: Framework
- Topic: for element: 35(dW: << 1712.25) , Where is the problem
- Replies: 2
- Views: 4052
for element: 35(dW: << 1712.25) , Where is the problem
Recently ,I construct a 10 story plane frame in opensees.
There are three parts: model , adding seismic load , analysis .
the model is good ,for there are none warnings comes out.
I take the bigbear records as the seismic load ,and modify the peak acceleration as 0.224 g .
And then ,I set the analysis parameters as follows:
rayleigh 0.01 0.02 0.0 0.0
system UmfPack;
constraints Plain;
test NormDispIncr 1.0e-3 100 0;
algorithm BFGS ;
numberer RCM;
integrator Newmark 0.5 0.25 ;
analysis Transient;
analyze 20000 0.005 ;
After analyzing ,WARNings come out :
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces &
deformations for element: 35(dW: << 1712.25)
Domain::update - domain failed in update
Newmark::update() - failed to update the domain
WARNING BFGS::solveCurrentStep() -the Integrator failed in update()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 5.135
OpenSees > analyze failed, returned: -3 error flag
-3
How could I identify where is wrong ,and how could I settle the problem?
There are three parts: model , adding seismic load , analysis .
the model is good ,for there are none warnings comes out.
I take the bigbear records as the seismic load ,and modify the peak acceleration as 0.224 g .
And then ,I set the analysis parameters as follows:
rayleigh 0.01 0.02 0.0 0.0
system UmfPack;
constraints Plain;
test NormDispIncr 1.0e-3 100 0;
algorithm BFGS ;
numberer RCM;
integrator Newmark 0.5 0.25 ;
analysis Transient;
analyze 20000 0.005 ;
After analyzing ,WARNings come out :
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces &
deformations for element: 35(dW: << 1712.25)
Domain::update - domain failed in update
Newmark::update() - failed to update the domain
WARNING BFGS::solveCurrentStep() -the Integrator failed in update()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 5.135
OpenSees > analyze failed, returned: -3 error flag
-3
How could I identify where is wrong ,and how could I settle the problem?
- Wed Oct 13, 2010 1:11 am
- Forum: Framework
- Topic: HOW to indetify this problem?
- Replies: 2
- Views: 3063
HOW to indetify this problem?
Recently ,I construct a 10 story plane frame in opensees.
There are three parts: model , adding seismic load , analysis .
the model is good ,for there are none warnings comes out.
I take the bigbear records as the seismic load ,and modify the peak acceleration as 0.224 g .
And then ,I set the analysis parameters as follows:
rayleigh 0.01 0.02 0.0 0.0
system UmfPack;
constraints Plain;
test NormDispIncr 1.0e-3 100 0;
algorithm BFGS ;
numberer RCM;
integrator Newmark 0.5 0.25 ;
analysis Transient;
analyze 20000 0.005 ;
After analyzing ,WARNings come out :
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces &
deformations for element: 35(dW: << 1712.25)
Domain::update - domain failed in update
Newmark::update() - failed to update the domain
WARNING BFGS::solveCurrentStep() -the Integrator failed in update()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 5.135
OpenSees > analyze failed, returned: -3 error flag
-3
How could I identify where is wrong ,and how could I settle the problem?
There are three parts: model , adding seismic load , analysis .
the model is good ,for there are none warnings comes out.
I take the bigbear records as the seismic load ,and modify the peak acceleration as 0.224 g .
And then ,I set the analysis parameters as follows:
rayleigh 0.01 0.02 0.0 0.0
system UmfPack;
constraints Plain;
test NormDispIncr 1.0e-3 100 0;
algorithm BFGS ;
numberer RCM;
integrator Newmark 0.5 0.25 ;
analysis Transient;
analyze 20000 0.005 ;
After analyzing ,WARNings come out :
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces &
deformations for element: 35(dW: << 1712.25)
Domain::update - domain failed in update
Newmark::update() - failed to update the domain
WARNING BFGS::solveCurrentStep() -the Integrator failed in update()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 5.135
OpenSees > analyze failed, returned: -3 error flag
-3
How could I identify where is wrong ,and how could I settle the problem?
- Fri Oct 08, 2010 7:32 pm
- Forum: Framework
- Topic: To record the stiff matrix of a 3D structure
- Replies: 5
- Views: 4957
could you give me more details
I was greatly surprised by your replies .It enlighten me greatly .
But ,there are some difficulties:I hasnt make any effort to read the C++ source codes. and so without any instructions to the source codes of equation object ,I will pour too much time to understand the property of the equation object .
So I suggest you develop this function of recorder stiffness matrix in OPNESEES sincerely.
with this function embeded in OpenSees, engineers and researchers all around the world will be greatly benefited.
But ,there are some difficulties:I hasnt make any effort to read the C++ source codes. and so without any instructions to the source codes of equation object ,I will pour too much time to understand the property of the equation object .
So I suggest you develop this function of recorder stiffness matrix in OPNESEES sincerely.
with this function embeded in OpenSees, engineers and researchers all around the world will be greatly benefited.
- Thu Sep 30, 2010 4:49 am
- Forum: Framework
- Topic: To record the stiff matrix of a 3D structure
- Replies: 5
- Views: 4957
are there anyone can help me?
beg your replies eagerly.
could you help me,any suggestions will be very important for me
need your help eagerly
could you help me,any suggestions will be very important for me
need your help eagerly
- Tue Sep 14, 2010 6:39 pm
- Forum: Framework
- Topic: about dirction definition
- Replies: 0
- Views: 2079
about dirction definition
Recently,I construct a 10 story structure in opensees.
and when I load the Mx ,some results is abnormal .
Following is my tcl commands:
model basic -ndm 3 -ndf 6
set conBC 1
set stlBC 2
set millin 1000000
set revmilli 0.000001
##(N/m2)
uniaxialMaterial Concrete02 $conBC [expr -20.1*$millin] -0.002 [expr -10.0*$millin] -0.0033 0.5 [expr 2.01*$millin] [expr 30000*$millin]
uniaxialMaterial Steel01 $stlBC [expr 335*$millin] [expr 200000*$millin] 0.3
set secTorsioncolumn111 10
uniaxialMaterial Elastic $secTorsioncolumn111 [expr 14.4839*$millin]
##
set IDcolumnTrans 7302
geomTransf Linear $IDcolumnTrans 0 -1 0
set NIntPCol 10
#-------------basic parameters has been defined----------
set n111 15
node $n111 0 0 0 -mass 0 0 0 0 0 0
set n112 51
node $n112 0 0 4.4 -mass 3.29906 3.29906 3.29906 3.29906 3.29906 0
fix $n111 1 1 1 1 1 1
set seccolumn111 346
set Agseccolumn111 541
###-------------------section of coloumn-----------------------
section Fiber $seccolumn111 {
patch quad $conBC 16 20 -0.2 -0.25 0.2 -0.25 0.2 0.25 -0.2 0.25;
layer straight $stlBC 2 [expr 310*$revmilli] -0.17 0.22 0.17 0.22;
layer straight $stlBC 1 [expr 310*$revmilli] 0 0.22 0 0.22;
layer straight $stlBC 2 [expr 200*$revmilli] -0.17 0.073 0.17 0.073;
layer straight $stlBC 2 [expr 200*$revmilli] -0.17 -0.073 0.17 -0.073;
layer straight $stlBC 2 [expr 310*$revmilli] -0.17 -0.22 0.17 -0.22;
layer straight $stlBC 1 [expr 310*$revmilli] 0 -0.22 0 -0.22;
}
section Aggregator $Agseccolumn111 $secTorsioncolumn111 T -section $seccolumn111
set elecolumn111 736
element nonlinearBeamColumn $elecolumn111 $n111 $n112 $NIntPCol $Agseccolumn111 $IDcolumnTrans
##---------------define the load--------------------------
set N [expr -713.7*1000]
set Mx [expr 106.2*1000*$factor]
pattern Plain 20100901 Constant { load $n112 0 0 $N $Mx 0 0 }
##---------------recorder cmds------------------------------
recorder Element -file eps_y.txt -time -ele $elecolumn111 section 1 fiber 0 0.22 $stlBC stressStrain
recorder Element -file eps_cu.txt -time -ele $elecolumn111 section 1 fiber 0 -0.25 $conBC stressStrain
#---------------------------ANALYSIS----------------------------------------
system UmfPack;
constraints Plain;
test NormDispIncr 1.0e-5 50 1;
algorithm Newton ;
numberer RCM;
integrator LoadControl 0.1 0 0.1 0.1 ;
analysis Static
analyze 50
BUT ,after the analysis ,with N=-713.7kN, M=0kN*m,
eps_y: -0.000162627
eps_cu: -0.000162627
with N=-713.7kN, M=106.2kN*m,
eps_y: -0.00041403
eps_cu: 9.63523e-005
(eps_y: strain of steel under tesion;
eps_cu: strain of concrete under compresure)
The problem is the strain in the compressive zone of the section under Mx and N has a biger strain than that under N load only.
I suspect there must be wrong in the definition of Mx direction,
but after times check, I found none.
Could you give me some suggestions and help?
THANKS YOU VERY MUCH IN PRE
and when I load the Mx ,some results is abnormal .
Following is my tcl commands:
model basic -ndm 3 -ndf 6
set conBC 1
set stlBC 2
set millin 1000000
set revmilli 0.000001
##(N/m2)
uniaxialMaterial Concrete02 $conBC [expr -20.1*$millin] -0.002 [expr -10.0*$millin] -0.0033 0.5 [expr 2.01*$millin] [expr 30000*$millin]
uniaxialMaterial Steel01 $stlBC [expr 335*$millin] [expr 200000*$millin] 0.3
set secTorsioncolumn111 10
uniaxialMaterial Elastic $secTorsioncolumn111 [expr 14.4839*$millin]
##
set IDcolumnTrans 7302
geomTransf Linear $IDcolumnTrans 0 -1 0
set NIntPCol 10
#-------------basic parameters has been defined----------
set n111 15
node $n111 0 0 0 -mass 0 0 0 0 0 0
set n112 51
node $n112 0 0 4.4 -mass 3.29906 3.29906 3.29906 3.29906 3.29906 0
fix $n111 1 1 1 1 1 1
set seccolumn111 346
set Agseccolumn111 541
###-------------------section of coloumn-----------------------
section Fiber $seccolumn111 {
patch quad $conBC 16 20 -0.2 -0.25 0.2 -0.25 0.2 0.25 -0.2 0.25;
layer straight $stlBC 2 [expr 310*$revmilli] -0.17 0.22 0.17 0.22;
layer straight $stlBC 1 [expr 310*$revmilli] 0 0.22 0 0.22;
layer straight $stlBC 2 [expr 200*$revmilli] -0.17 0.073 0.17 0.073;
layer straight $stlBC 2 [expr 200*$revmilli] -0.17 -0.073 0.17 -0.073;
layer straight $stlBC 2 [expr 310*$revmilli] -0.17 -0.22 0.17 -0.22;
layer straight $stlBC 1 [expr 310*$revmilli] 0 -0.22 0 -0.22;
}
section Aggregator $Agseccolumn111 $secTorsioncolumn111 T -section $seccolumn111
set elecolumn111 736
element nonlinearBeamColumn $elecolumn111 $n111 $n112 $NIntPCol $Agseccolumn111 $IDcolumnTrans
##---------------define the load--------------------------
set N [expr -713.7*1000]
set Mx [expr 106.2*1000*$factor]
pattern Plain 20100901 Constant { load $n112 0 0 $N $Mx 0 0 }
##---------------recorder cmds------------------------------
recorder Element -file eps_y.txt -time -ele $elecolumn111 section 1 fiber 0 0.22 $stlBC stressStrain
recorder Element -file eps_cu.txt -time -ele $elecolumn111 section 1 fiber 0 -0.25 $conBC stressStrain
#---------------------------ANALYSIS----------------------------------------
system UmfPack;
constraints Plain;
test NormDispIncr 1.0e-5 50 1;
algorithm Newton ;
numberer RCM;
integrator LoadControl 0.1 0 0.1 0.1 ;
analysis Static
analyze 50
BUT ,after the analysis ,with N=-713.7kN, M=0kN*m,
eps_y: -0.000162627
eps_cu: -0.000162627
with N=-713.7kN, M=106.2kN*m,
eps_y: -0.00041403
eps_cu: 9.63523e-005
(eps_y: strain of steel under tesion;
eps_cu: strain of concrete under compresure)
The problem is the strain in the compressive zone of the section under Mx and N has a biger strain than that under N load only.
I suspect there must be wrong in the definition of Mx direction,
but after times check, I found none.
Could you give me some suggestions and help?
THANKS YOU VERY MUCH IN PRE
- Tue Sep 14, 2010 6:16 pm
- Forum: Framework
- Topic: How to record M and phi in the ends of the element
- Replies: 1
- Views: 2700
- Tue Sep 14, 2010 6:15 pm
- Forum: Framework
- Topic: How to Calculate 3D Damage of a Beam or Column. in Opensees
- Replies: 1
- Views: 2563
- Tue Sep 14, 2010 5:58 pm
- Forum: Framework
- Topic: What does the pseudo time mean???
- Replies: 1
- Views: 2828
Can you give me some materials about this problem?
the notion is a problem for me .
I seek for the answeer thousands of times .
Is there any one give me some directions ?
I seek for the answeer thousands of times .
Is there any one give me some directions ?
- Tue Sep 14, 2010 5:56 pm
- Forum: Framework
- Topic: To record the stiff matrix of a 3D structure
- Replies: 5
- Views: 4957
some
could you give me your experience in this field?
And what do you think about this problem?
And what do you think about this problem?
- Tue Sep 14, 2010 5:43 pm
- Forum: Framework
- Topic: parameters optimization in MATLAB with OPENSEES
- Replies: 5
- Views: 11348
Thanks very a lot
Your advice is very important.
Under your instruction,I make the analysis successfully.
Thank you very very a lot.
Under your instruction,I make the analysis successfully.
Thank you very very a lot.
- Tue Sep 07, 2010 2:43 am
- Forum: Framework
- Topic: To record the stiff matrix of a 3D structure
- Replies: 5
- Views: 4957
To record the stiff matrix of a 3D structure
hi, I construct a three model 10 story structure . I want to get the whole sturcture stiff matrix at the first step of seism analysis, and the stiff matrix at the last step .
Through comapring the two stiff matrixs,I can get the Information of the damage state of the whole structure suffering a large earthquake.
How should I do?
Could you give me some direcitons,fmk ,or other experts.
Need your help eagerly.
Through comapring the two stiff matrixs,I can get the Information of the damage state of the whole structure suffering a large earthquake.
How should I do?
Could you give me some direcitons,fmk ,or other experts.
Need your help eagerly.
- Mon Sep 06, 2010 2:08 am
- Forum: Framework
- Topic: What does the pseudo time mean???
- Replies: 1
- Views: 2828
What does the pseudo time mean???
recorder Element -file eps_y.out -time -ele $elecolumn111 section 1 fiber 0.2 0.23 $stlBC stressStrain
In this command, the -time argument will place pseudo time as the first entry in the line . Now ,It comes the most difficulty to understand: what does the pseudo time mean?
Can you help me ? I need your help eargly .
Any replies will be highly appreciated
In this command, the -time argument will place pseudo time as the first entry in the line . Now ,It comes the most difficulty to understand: what does the pseudo time mean?
Can you help me ? I need your help eargly .
Any replies will be highly appreciated
- Sat Sep 04, 2010 3:14 am
- Forum: Framework
- Topic: How to record M and phi in the ends of the element
- Replies: 1
- Views: 2700
How to record M and phi in the ends of the element
Hi, I want to record the moment and the curvature at the ends of an element at every time step during seism ananlysis , and my element type is Nonlinear Beam Column element .
And my model is 3D model. 3D MODEL SEEMS DIFFICULT. Now ,I almost in despair.
How should I do?
Is there any necessary to set the zero-length element type at the ends of a beam or column?
Could you give me some directions?
Eagerly need your help.
And my model is 3D model. 3D MODEL SEEMS DIFFICULT. Now ,I almost in despair.
How should I do?
Is there any necessary to set the zero-length element type at the ends of a beam or column?
Could you give me some directions?
Eagerly need your help.