Hello everyone, I am currently working on a project where I want to model a cantilever retaining wall, following Wiki's example. However, I am facing a problem where the wall element crosses the soil element during the excavation process in certain condition, such as when the wall is a 10-meter flexible wall. I believe this is happening due to the contact element not working properly. I use BeamContact2D element and Contactmaterial2D for the contact element and dispBeamColumn for the wall.
If anyone has any ideas or suggestions on how to fix this issue, I would greatly appreciate it. Thank you.
Search found 14 matches
- Sun Nov 12, 2023 1:03 am
- Forum: OpenSees.exe Users
- Topic: element crossing in BeamContact2D element
- Replies: 2
- Views: 3143
- Sat Apr 01, 2023 9:29 am
- Forum: OpenSeesPy
- Topic: Creating nodes from importing text file
- Replies: 4
- Views: 5354
Re: Creating nodes from importing text file
Check this link:
https://portwooddigital.com/2021/12/26/ ... converter/
it helps you to convert some basic tcl codes to python.
https://portwooddigital.com/2021/12/26/ ... converter/
it helps you to convert some basic tcl codes to python.
- Fri Mar 10, 2023 11:44 pm
- Forum: OpenSees.exe Users
- Topic: void Ratio (e) in PDMY
- Replies: 3
- Views: 1988
Re: void Ratio (e) in PDMY
Yes, you're right. I did exactly as you said. You can see in my previous message that I do not use kwargs ( The first line is only a comment for reference). I do not have any problem in the running of analysis. The analysis starts and finishes properly but the results are the same while I change "e" from 0.6 to 0.9.
I would appreciate it if you could help me why this happens! How e is inputted in this constitutive model?
I would appreciate it if you could help me why this happens! How e is inputted in this constitutive model?
- Thu Mar 09, 2023 1:13 pm
- Forum: OpenSees.exe Users
- Topic: void Ratio (e) in PDMY
- Replies: 3
- Views: 1988
void Ratio (e) in PDMY
Hi, I want to use PDMY02 material. I have one problem regarding using it. I tried to follow the instruction to write the code for the material, I just wonder why changing the void ratio(e) does not change any results.
I even model a single 2d element and simulate a triaxial test with this material, still changing void ratio does not change anything!!!
Can someone explain why this happens? Am I doing something wrong?
# nDMaterial('PressureDependMultiYield02', matTag, nd, rho, refShearModul, refBulkModul, frictionAng, peakShearStra, refPress, pressDependCoe, PTAng, contrac[0], contrac[2], dilat[0], dilat[2], noYieldSurf=20.0, *yieldSurf=[], contrac[1]=5.0, dilat[1]=3.0, *liquefac=[1.0,0.0],e=0.6, *params=[0.9, 0.02, 0.7, 101.0], c=0.1)
ops.nDMaterial('PressureDependMultiYield02', matTag, 2 , rho, refShearModul, refBulkModul, frictionAng, peakShearStra, refPress, pressDependCoe, PTAng, 0.067 , 0.23 , 0.06 , 0.27, 20, 5.0, 3.0, *[1.0,0.0], 0.6, *[0.9, 0.02, 0.7, 101.0], 0.1 )
I even model a single 2d element and simulate a triaxial test with this material, still changing void ratio does not change anything!!!
Can someone explain why this happens? Am I doing something wrong?
# nDMaterial('PressureDependMultiYield02', matTag, nd, rho, refShearModul, refBulkModul, frictionAng, peakShearStra, refPress, pressDependCoe, PTAng, contrac[0], contrac[2], dilat[0], dilat[2], noYieldSurf=20.0, *yieldSurf=[], contrac[1]=5.0, dilat[1]=3.0, *liquefac=[1.0,0.0],e=0.6, *params=[0.9, 0.02, 0.7, 101.0], c=0.1)
ops.nDMaterial('PressureDependMultiYield02', matTag, 2 , rho, refShearModul, refBulkModul, frictionAng, peakShearStra, refPress, pressDependCoe, PTAng, 0.067 , 0.23 , 0.06 , 0.27, 20, 5.0, 3.0, *[1.0,0.0], 0.6, *[0.9, 0.02, 0.7, 101.0], 0.1 )
- Sun Feb 05, 2023 2:46 am
- Forum: OpenSees.exe Users
- Topic: BeamContact2D queries
- Replies: 0
- Views: 8843
BeamContact2D queries
Hello,
I am trying to model a retaining wall using dispbeamcol and the BeamContact2D interface. Can anyone help me with its force queries?
The terms are "force", "frictionforce", "scalarforce", and "masterforce". Could anyone tell what they exactly are? wiki's explanation is not enough in my opinion.
For example how the scalar are calculated?
Or why the masteforce values are different from force values we output from the wall elements?
Thank you for your help!
I am trying to model a retaining wall using dispbeamcol and the BeamContact2D interface. Can anyone help me with its force queries?
The terms are "force", "frictionforce", "scalarforce", and "masterforce". Could anyone tell what they exactly are? wiki's explanation is not enough in my opinion.
For example how the scalar are calculated?
Or why the masteforce values are different from force values we output from the wall elements?
Thank you for your help!
- Sun Aug 21, 2022 11:33 am
- Forum: OpenSees.exe Users
- Topic: Force output in Quad element
- Replies: 1
- Views: 1651
Force output in Quad element
Hello,
Could anyone help me how the forces are calculated in quad element? Are the results from the guass point or the nodes?
I use the quad element in my analysis and I get 8 force values for each element. What are exactly those results? are they horizontal an vertical forces in each guass point or on element edges?
Thank you very much!
Could anyone help me how the forces are calculated in quad element? Are the results from the guass point or the nodes?
I use the quad element in my analysis and I get 8 force values for each element. What are exactly those results? are they horizontal an vertical forces in each guass point or on element edges?
Thank you very much!
- Mon Aug 08, 2022 12:58 pm
- Forum: OpenSeesPy
- Topic: relative values in UniformExcitation
- Replies: 3
- Views: 4053
Re: relative values in UniformExcitation
Dear professor Scott,
I would b really grateful if you could help me with this issue.
When we use uniform excitation, the values for disp, vel and accel are relative. However, if we use acceleration timeseries we can use the following command to obtain absolute values:
" recorder Node -file accel$record.out -timeSeries 1 -node 2 -dof 1 accel"
In this condition, is there anyway we can obtain the absolute values for displacements? should we define new timeseries to be added to the relative values using the upper command?
Thank you very much
I would b really grateful if you could help me with this issue.
When we use uniform excitation, the values for disp, vel and accel are relative. However, if we use acceleration timeseries we can use the following command to obtain absolute values:
" recorder Node -file accel$record.out -timeSeries 1 -node 2 -dof 1 accel"
In this condition, is there anyway we can obtain the absolute values for displacements? should we define new timeseries to be added to the relative values using the upper command?
Thank you very much
- Wed Aug 03, 2022 1:48 am
- Forum: OpenSeesPy
- Topic: relative values in UniformExcitation
- Replies: 3
- Views: 4053
Re: relative values in UniformExcitation
Thank you very much.
In the uniform excitation pattern, the relative values obtained from all nodes are relative to the base node results ?
In the uniform excitation pattern, the relative values obtained from all nodes are relative to the base node results ?
- Sun Jul 24, 2022 8:00 am
- Forum: OpenSeesPy
- Topic: relative values in UniformExcitation
- Replies: 3
- Views: 4053
relative values in UniformExcitation
Hello,
I want to apply earthquake loading to soil model using uniform excitation command. But, from this command, we can only obtain relative values in the results. Is there anyway to obtain the absolute values?
Thank you very much
I want to apply earthquake loading to soil model using uniform excitation command. But, from this command, we can only obtain relative values in the results. Is there anyway to obtain the absolute values?
Thank you very much
- Sat May 28, 2022 11:37 pm
- Forum: OpenSeesPy
- Topic: pre-processing
- Replies: 3
- Views: 3450
Re: pre-processing
Thank you for your response.
So, Gmsh can help me in outputting the coordinate script? what is the script language? Is it possible to change it to a python script to feed that to OpenSEESPY?
So, Gmsh can help me in outputting the coordinate script? what is the script language? Is it possible to change it to a python script to feed that to OpenSEESPY?
- Thu May 26, 2022 9:29 am
- Forum: OpenSeesPy
- Topic: pre-processing
- Replies: 3
- Views: 3450
pre-processing
Hi,
Is there any software for pre-processing (to build the geometry of the model, and then import them to Python to perform the analysis)? I guess there are STKO and GiD, but they only output the tcl scripts, right?
Thank you for your help!
Kamyar
Is there any software for pre-processing (to build the geometry of the model, and then import them to Python to perform the analysis)? I guess there are STKO and GiD, but they only output the tcl scripts, right?
Thank you for your help!
Kamyar
- Tue May 10, 2022 11:48 am
- Forum: Documentation
- Topic: UniformExcitation Pattern soil column
- Replies: 2
- Views: 7680
Re: UniformExcitation Pattern soil column
Thank you very much for your response.
The uniform excitation input file is an acceleration time history. Are there any sources to know how the equivalent forces are calculated?
Furthermore, the other way to apply dynamic load is using velocity time history and dashpots. In using the uniform excitation pattern, should we also use dashpots for the base nodes, or should they be fixed? ( when the base nodes are free, the model moves like a rigid block)
The uniform excitation input file is an acceleration time history. Are there any sources to know how the equivalent forces are calculated?
Furthermore, the other way to apply dynamic load is using velocity time history and dashpots. In using the uniform excitation pattern, should we also use dashpots for the base nodes, or should they be fixed? ( when the base nodes are free, the model moves like a rigid block)
- Tue May 10, 2022 7:18 am
- Forum: Documentation
- Topic: UniformExcitation Pattern soil column
- Replies: 2
- Views: 7680
UniformExcitation Pattern soil column
Hello all,
I am modeling a soil column in Openseespy. When I apply the acceleration time history as uniform excitation, is it applied to all the base nodes?
besides that, when the acceleration is applied by using this pattern, the acceleration time history is zero at the base nodes and increases gradually to the top of the model(where the acceleration is higher than the input file). Shouldn't the acceleration time history at the base nodes be equal to the input time history ?
I would appreciate it if anyone could help me with this.
I am modeling a soil column in Openseespy. When I apply the acceleration time history as uniform excitation, is it applied to all the base nodes?
besides that, when the acceleration is applied by using this pattern, the acceleration time history is zero at the base nodes and increases gradually to the top of the model(where the acceleration is higher than the input file). Shouldn't the acceleration time history at the base nodes be equal to the input time history ?
I would appreciate it if anyone could help me with this.
- Mon Apr 25, 2022 6:04 am
- Forum: OpenSeesPy
- Topic: UniformExcitation Pattern in OPENSEESPY
- Replies: 1
- Views: 1754
UniformExcitation Pattern in OPENSEESPY
Hello,
I want to exert a sine wave motion to a soil model in Openseespy. I have written the codes as written below:"
ops.timeSeries('Sine', 50, 0.0, 10.0 , 2, '-factor', cFactor)
ops.pattern('UniformExcitation', 32, 1, '-accel', 50)
But the problem is that all displacements, accelerations, and velocity in the soil nodes are still 0. Could anyone help me find the problem ? I guess I should add another command to my code.
Thank you very much.
I want to exert a sine wave motion to a soil model in Openseespy. I have written the codes as written below:"
ops.timeSeries('Sine', 50, 0.0, 10.0 , 2, '-factor', cFactor)
ops.pattern('UniformExcitation', 32, 1, '-accel', 50)
But the problem is that all displacements, accelerations, and velocity in the soil nodes are still 0. Could anyone help me find the problem ? I guess I should add another command to my code.
Thank you very much.