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i have a 3D concrete one storey model. sections and element are elastic. first time i have compute all translational mass and assigned to nodes, my first and second periods is okey. but my rotational period is almost zero. mass 2 $M1 $b $M1 $b $b $b; mass 10 $M1 $b $M1 $b $b $b; mass 32 $M1 $b $M1 $...

dr Silvia Mazzoni in example of 7 for Wsection, you have not assigned any rotational mass component, you have used for example mass 1 $Mtop 0 $Mtop 0 0 0?? silvia wrote: > 1-2 > OpenSees does not calculate rotational inertia automatically from the > translational values, you specify it as the rotati...

test dispBeamColumn element instead of nonlinearBeamColumn

I run source eigen.tcl in this file # ---------------------------------------------------------------Transient analysis---------------------------------------------------------------- # one storey symmetric model. Uniform Earthquake Excitation # execute this file after you have built the model, and ...

i am seting up a 3D model with nonlinear fiber section and dispBeamColumn elements. it`s one storey and i made it rigidDiaphraghm. but when i run eigen analysis, 2 first my eigenvalues are negative and furthermore i can`t set up rayleigh damping matrix? what is wrong with my model? model have 4 fram...

I have a 3D model without any eccentry. but my eigen value is negetive, and i can`t define rayleigh damping matrix according to moods frequency.
i use dispBeamColumn, i don`t know what is wrong with my modeling. please kindly help me?