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Please help me
my model is huge! so I can not change them frequently !

I am analyzing my model (it is time history analsis),are these 2 series errors or they are just announcements? 1) WARNING: CTestEnergyIncr::test() - failed to converge but goin on - current Ener gyIncr: 2.80319e+006 (max: 0.001) Norm deltaX: 0.427589, Norm deltaR: 5.58163e+007 WARNING: CTestEnergyIn...

I have a big 2d model which has these things:
many equalDOFs
forcebeamcolumn
hysteretic material , steel02, steel 01
some rigid beams ( with large moment of inertia )
transient analysis with 3 records
plastic hinges

pls suggest transient analysis parameters ( numberer , test , ... ) .

in this article in opensees wiki: http://opensees.berkeley.edu/wiki/index.php/Rayleigh_Damping_Command we see 3 types of betaK factors. $betaKinit is obvios, it means that neither betaK nor K matrix update. but others : in which one does betaK stay constant and K matrix update? $betaK or $betaKcomm ?

how can i record base shear and also story shear in opensees?
do we have any recorder for this purpose?

brag006 wrote:
> how are you defining a rigid diaphragm?

i write:
rigidDiaphragm 3 11 12 13 14 15 16 17
for second story for example : 21 22 23 ...
but it doesn't work.

my model is 2d and it has 15 stories.

i have big model (15 and 30 stories and time history analysis). it is 2d .
someone told me if you define rigid diaphragm, your results will be incorrect and yo will certainly have analysis and convergence errors.
is it true?

what is the problem of this code? pls help me? ################################################ #### 1-Story 1-Bay Braced frame #### ## Units Kgf-cm ## E = 2.1e6 ## A Beam = A Column = 50 ## Length Beam = 150 ## Length Column = 300 ## Nodal mass = 1 ## Moment of Inertia Beam = Column = 104.167 wipe ...

below , you see my opensees code.its a 15-story 2d building.its a steel structure but has shear wall in middle span.( i have modeled it with frame and a nonlinear hinge in bottom floor). my structure has two outriggers in middle. the problem is I can not calculate eigen values and analyze it. i don'...

my analysis is nonlinear time history.
instead of using steel01 is it correct to use hysteretic material with no deterioration and pinching?
could they be similar?
in this way I will assign a limit for strain.

1)can I do parallel projetcs with new version of opensees in 64bit systems?
2)is there any comprehensive manual for parallel processing in opensees?

1)for modeling steel moment frame which material is better? steel01 or steel02?
2)what about bracing? i am modeling it with uriz and mahin model? which one is better? steel 01 or 02?

i have modeled a hysteretic material for my structure but it has an error. I have written the material as this: uniaxialMaterial Hysteretic 711 0.0011 64000000 0.00642427 68241600 0.01120305 31808000 -0.0011 -64000000 -0.00642427 -68241600 -0.01120305 -31808000 0 0 0 0 0 the error is: HystereticMate...

any answers?

it needs an initial camber which is obvious how to model in the chevron braces. but in X brace because of connection between two braces, it is not as easy as that. do you know how to model this camber in X braces?