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this is the example in getting going with Opensees # reinforcing steel set Fy [expr 68.*$ksi]; # STEEL yield stress set Es [expr 29000.*$ksi]; # modulus of steel set epsY [expr $Fy/$Es]; # steel yield strain set Fu [expr 95.2*$ksi]; # ultimate stress of steel set epsU 0.1; # ultimate strain of stell...

i follow your's advice to insert a Fu smaller than Fy.
but in the manual page 415 , is the contrary, why ?
if i insert fu smaller than fy the push over curve is rational.
can You explain me this?

there are material's parameter: I don't understand the problem the unit are N/mm2 set IDconcCore 1; # material ID tag -- confined core concrete set IDSteel 2; # material ID tag -- reinforcement # nominal concrete compressive strength set fc [expr -30]; # CONCRETE Compressive Strength, ksi (+Tension,...

ok. but is it possible that a big number of bars create problem?

can you explain this?
if my curve (displacement,Rbase) during elastic phase grows, then decreases without arrives at zero and then grows still until the imposed displacement what means?

want to know when( in correspondence of what displacement) my pier reduces its strenght.
How can I do?

when the pier colapses opensees ends the analysys before of the imposed displacement, is it right?

ciao marco
ho dei dubbi su opensees è possibile contattarti ad un indirizzo email?

why Rbase never became zero in push analysys? even if i create a hysteteric steel.

why Rbase never moves to zero?

I try with hysteretic material but the result is the same : the structure doesn't collapse. Rbase never moves to zero. Why? I pray to you. help me!!!!! set Fy [expr 450]; # STEEL yield stress set Es [expr 206000*$MPa]; # modulus of steel set epsY [expr $Fy/$Es]; set Fu [expr 494.5]; set epsU 1; set ...

i create a model of a pier following line by line the example
Ex3.Canti2D.build.InelasticFiberSection
but i don't obtain the real behaviour , infact if i Impose 10 m as displacement the pire doesn't collapse.
why?
how must i do?

your work is extraordinary and through your examples it's possibile understand the command of the opensees and their hierarchy.
For this, in my opinion, it could be of help an example about parameter analysis in detail.
it's only my opinion.

is it right? # lateral load pattern Plain 200 Linear { load 2 2670260 0.0 0.0 0.0 0.0 0.0 } constraints Plain; # how it handles boundary conditions numberer Plain; # renumber dof's to minimize band-width (optimization), if you want to system BandGeneral; # how to store and solve the system of equati...

it' clear. but i want to apply a horizontal force at free node for see the displamente of this , so I create a load lateral in this way: but which does convergence test I must use in this particular case? # lateral load pattern Plain 200 Linear { load 2 2670260 0.0 0.0 0.0 0.0 0.0 } constraints Plai...