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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 ...

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...

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...

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...

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...

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...

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...

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...

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...

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...

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%2Fmateri...

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...

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...

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?

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...