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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: CTestEnergyIncr::test() - failed to converge but goin on - current Ener
gyIncr: 2.43794e+006 (max: 0.001)
Norm deltaX: 0.350589, Norm deltaR: 5.205e+007

@@@@@@@@@@@@@@@@@@@@@@@@@@
2)warning: CTestEnergyIncr ::tesr<> failed to converge
after 800 iteration
modifiednewton::solveCurrentStep<> - the convergenceTest object faied in test<>
directIntegrationAnalysis::analyze<> - the alqorithm failed at time 13.62
opensees > analyze failed returned: -3 error of flag
trying Newton with Initial Tangent ...

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 ... ng_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
## Define model's dimension and Degree of Freedom ##
model basic -ndm 2 -ndf 3

## Define model's basic Parameters ##
## Frame Dimension
set Height 300.
set Bay 150.

## Dynamic characteristics Parameters
set E 2.1e6
set AB 50
set AC 50
set ABr 25
set IB 104.167
set IC 104.167
set LB 150
set LC 300
set mass 1

### Define Model's Nodes ###
node 01 0. 0.
node 02 150. 0.
node 11 0. 300.
node 12 150. 300.
node 110 75 300
node 111 75 300
### Define Extra Nodes ###

### Base Level Restrains ###
fix 01 1 1 1
fix 02 1 1 1

### Local axises to Global axises Transformation ###
set BGeoT 1
set CGeoT 2

geomTransf Linear $BGeoT
geomTransf PDelta $CGeoT

set bmat 2 ; #beam material
set fyb 2400 ;#fy beam
set bb 0.003 ;#b of beam ( look steel02 help)
uniaxialMaterial Steel02 $bmat $fyb $E $bb 20 0.925 1 0 1 0 1 0

proc WSection { secID matID d bf tf tw nfdw nftw nfbf nftf} {
set dw [expr $d - 2 * $tf]
set y1 [expr -$d/2]
set y2 [expr -$dw/2]
set y3 [expr $dw/2]
set y4 [expr $d/2]

set z1 [expr -$bf/2]
set z2 [expr -$tw/2]
set z3 [expr $tw/2]
set z4 [expr $bf/2]

section Fiber $secID {
# nfIJ nfJK yI zI yJ zJ yK zK yL zL
patch quadr $matID $nfbf $nftf $y1 $z4 $y1 $z1 $y2 $z1 $y2 $z4
patch quadr $matID $nftw $nfdw $y2 $z3 $y2 $z2 $y3 $z2 $y3 $z3
patch quadr $matID $nfbf $nftf $y3 $z4 $y3 $z1 $y4 $z1 $y4 $z4
}
}

set bsec 1 ; #beam section tag
set db 35; #d of beam
set bfb 18 ;#b of flange of beam
set tfb 1.4
set twb 1
set nfdwb 1
set nftwb 1
set nfbfb 1
set nftfb 1

WSection $bsec $bmat $db $bfb $tfb $twb $nfdwb $nftwb $nfbfb $nftfb

### Elastic Beam Element ###
#element elasticBeamColumn 3 211 212 $AB $E $IB $BGeoT
element elasticBeamColumn 3 11 110 $AB $E $IB $BGeoT
element zeroLengthSection 4 110 111 $bsec
element elasticBeamColumn 5 111 12 $AB $E $IB $BGeoT

### Elastic column Element ###
element elasticBeamColumn 1 01 11 $AC $E $IC $CGeoT
element elasticBeamColumn 2 02 12 $AC $E $IC $CGeoT


### Elastic Bracing Element ###
## Define Braces Material
uniaxialMaterial Elastic 1 $E

## Define Gusset Plate Element
element truss 8 11 02 $ABr 1
element truss 9 01 12 $ABr 1


### Mass ###
mass 11 $mass 1e-9 1e-9
mass 12 $mass 1e-9 1e-9

puts " Model is Ready "


#### Eigen Value Calculation ###
set Pi [expr 4*atan(1)]
puts " T = [expr 2*$Pi/pow([eigen 1],0.5)] Sec "

set Tol 1.0e-8; # convergence tolerance for test

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 equations in the analysis
test NormDispIncr $Tol 6 ; # determine if convergence has been achieved at the end of an iteration step
algorithm ModifiedNewton ; # use Newton's solution algorithm: updates tangent stiffness at every iteration

set NstepGravity 10 ; # apply gravity in 10 steps
set DGravity [expr 1./$NstepGravity] ; # first load increment;

integrator LoadControl $DGravity ; # determine the next time step for an analysis
analysis Static ; # define type of analysis static or transient
analyze $NstepGravity ; # apply gravity

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't know what the errors mean. pls help me and tell me how to fix it.

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:

HystereticMaterial::HystereticMaterial -- input backbone is not unique (one-to-one)

1)what is the problem?
2)if i want to have no deterioration what numbers i shoud use for pinchX ,pinchY ,damage1 ,damage2 and beta?

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?