Search found 122 matches
- Sun Oct 14, 2018 6:44 pm
- Forum: OpenSees.exe Users
- Topic: Command save/restore with Steel02 material
- Replies: 0
- Views: 1842
Command save/restore with Steel02 material
Hi everybody, I was trying to use the save/restore command to perform manshock-aftershock analysis for wall structures with post-tensioning. However, I found that the save/restore command works pretty well with conventional system while it was not working well with systems including post-tensioning ...
- Wed Nov 22, 2017 4:59 pm
- Forum: OpenSees.exe Users
- Topic: Acceleration for FBE and DBE
- Replies: 1
- Views: 2477
Acceleration for FBE and DBE
Hi, I have been confused with the acceleration results using force based (FBE) beam column elements. I used a simple 2D one story one bay frame model for validation. Both the column and beam elements are elastic. For the beam element I used the following options: 1. elatsic beam column element, 2. F...
- Wed Nov 01, 2017 2:34 pm
- Forum: OpenSees.exe Users
- Topic: RigidLink beam & RigidDiaphragm issues
- Replies: 11
- Views: 10110
Re: RigidLink beam & RigidDiaphragm issues
giovannimilan wrote: > wuhaoshrek wrote: > > giovannimilan wrote: > > > wuhaoshrek wrote: > > > > fmk wrote: > > > > > transformation handler cnnot handle one node constrained to > another > > > > > constrained to another. you should have been seeing warning > messages. > > try > > > > > Penalty met...
- Wed Nov 01, 2017 1:41 am
- Forum: OpenSees.exe Users
- Topic: RigidLink beam & RigidDiaphragm issues
- Replies: 11
- Views: 10110
Re: RigidLink beam & RigidDiaphragm issues
giovannimilan wrote: > wuhaoshrek wrote: > > fmk wrote: > > > transformation handler cnnot handle one node constrained to another > > > constrained to another. you should have been seeing warning messages. try > > > Penalty method, but you may have numerical problems due to conditioning as > > > som...
- Tue Oct 31, 2017 7:01 pm
- Forum: OpenSees.exe Users
- Topic: RigidLink beam & RigidDiaphragm issues
- Replies: 11
- Views: 10110
Re: RigidLink beam & RigidDiaphragm issues
fmk wrote: > transformation handler cnnot handle one node constrained to another > constrained to another. you should have been seeing warning messages. try > Penalty method, but you may have numerical problems due to conditioning as > some of the penalty factors are going to add up if your values a...
- Thu Aug 10, 2017 8:40 pm
- Forum: OpenSees.exe Users
- Topic: A quick question about force- and disp-based elements
- Replies: 3
- Views: 5318
Re: A quick question about force- and disp-based elements
Hi Dr fmk and lin guan, I have similar concerns about modeling a real (or close to real) high-rise building using force-based beam column element. For modeling shear walls or core walls in a high-rise building, is appropriate to modeling the walls using a equivalent frame model? I mean using FBE for...
- Tue May 24, 2016 12:28 am
- Forum: OpenSees.exe Users
- Topic: equalDOF command
- Replies: 1
- Views: 2624
equalDOF command
hi, Is it the truth that when a node is the retained node (master node) in a equalDOF command, it can not be served as a constrained node (slave node) in a later line that includes equalDOF command? Yet if a node is the constrained node (slave node) in a equalDOF command, it can be used as a restrai...
- Mon Jul 20, 2015 5:26 pm
- Forum: OpenSees.exe Users
- Topic: vertical collapse
- Replies: 5
- Views: 5584
Re: vertical collapse
Hi, Frank, I have created a new material with DLL file. But when I copy the file to my laptop (both win7 64bit), it doesn't work. I remember the same problem happened when i start to use my current office computer, I did rebuild the new material, but when I try to rebuild this time, it failed. I eve...
- Wed Jul 08, 2015 5:55 pm
- Forum: OpenSees.exe Users
- Topic: vertical collapse
- Replies: 5
- Views: 5584
Re: vertical collapse
Hi, Dr frank, Yes, I was actually hoping it happen. I noted the collapse initiated at a certain node, above which that portion of the model would collapse vertically. When I checked out the sectional response (M-phi, N-eps) of the element connecting that certain node, I couldn't find a reason that c...
- Tue Jul 07, 2015 11:06 pm
- Forum: OpenSees.exe Users
- Topic: vertical collapse
- Replies: 5
- Views: 5584
vertical collapse
Hi, all, I have been using fiber beam-column elements to represent a RC shear wall structure. The analyze is dynamic with incremental intensities of ground motion. A lean-on column was connected to wall elements to consider gravity loads and further the P-delta effects. In the wall sectional modelin...
- Tue Jun 03, 2014 6:50 pm
- Forum: OpenSees.exe Users
- Topic: MinMax material
- Replies: 6
- Views: 6304
Re: MinMax material
fmk wrote: > it shouldn't .. are there recorded steps between the .01 and .014? > > look at the source code for MinMax (it is really quite simple (what you > care about are setTrialStrain() method): > > http://opensees.berkeley.edu/WebSVN/filedetails.php?repname=OpenSees&path=%2Ftrunk%2FSRC%2Fma...
- Thu May 29, 2014 7:42 pm
- Forum: OpenSees.exe Users
- Topic: MinMax material
- Replies: 6
- Views: 6304
Re: MinMax material
fmk wrote: > yes it's as if the material fractured (though the other material itself > does not know it). > > no. if you provide a min and max then if the material hits any strain > outside these values it is considered gone, fractured, or whatever you > want to call it. Hi Frank, I just come across...
- Wed Mar 19, 2014 6:45 pm
- Forum: OpenSees.exe Users
- Topic: Problem with Fiber stressStrain Recorder in Cyclic M-phi
- Replies: 13
- Views: 11630
Re: Problem with Fiber stressStrain Recorder in Cyclic M-phi
linguan118 wrote: > fmk wrote: > > remove the sectionTag from the element recorder. > Dear fmk, > Thank you for your reply, but it still doesn't work for me! recorder Element -file $dataDir/C22_stressStrain_Ele100_3450_RSD7_N.out -time -ele 100 section fiber -34.500 0. $IDBondSteelD7 stressStrain; l...
- Wed Mar 19, 2014 5:50 pm
- Forum: OpenSees.exe Users
- Topic: Uniaxial Material: steel03
- Replies: 5
- Views: 6017
Re: Uniaxial Material: steel03
linguan118 wrote:
> Why not use ReinforcingSteel model?
Can you give an example on the parameters for ReinforcingSteel material, like for normal ASTM A706 reinforcing bar? thanks. or do you have analytical model
parameters calibrated for certain commonly used reinforcement?
> Why not use ReinforcingSteel model?
Can you give an example on the parameters for ReinforcingSteel material, like for normal ASTM A706 reinforcing bar? thanks. or do you have analytical model
parameters calibrated for certain commonly used reinforcement?
- Wed Feb 26, 2014 3:08 pm
- Forum: OpenSees.exe Users
- Topic: How to Create a rigid element.
- Replies: 4
- Views: 5972
Re: How to Create a rigid element.
mghaffarinia wrote: > Hi dear sir/madame, > I just only wanna create a rigid element between two points which do not > deform at all. I tried to create a normal elasticbeamcolumn element type > and assign a very big value for the modulus of elasticity. However, it > doesn't work (or at least It come...