Problem on Dynamic Analysis of RC Frame with Shear Wall ?

[yones]

Hi ,

I have a problem when analyze (dynamic analysis subjected to a uniform earthquake excitation) my structure.
The excitation acts in the horizontal direction and reads the acceleration record from the file "tabasFN.txt".
My structure is 4 story 2D RC frame with Shear wall system and shear wall
element is "dispBeamColumnInt".

static analysis for Gravity (and lateral) loads properly worked ,
but transient analysis NOT work( failed to converge ).

I put my code into this note.
I use LibAnalysisDynamicParameters.tcl from opensees example files for transient analysis .

if anyone can solve this problem , please help me !

Thanks for your help.

#\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\

# Units = kg , m , sec

wipe
model BasicBuilder -ndm 2 -ndf 3

node 1 0.0 0.0
node 2 3.0 0.0
node 3 7.0 0.0
node 4 11.0 0.0
node 5 15.0 0.0

node 6 0.0 3.2
node 7 3.0 3.2
node 8 7.0 3.2
node 9 11.0 3.2
node 10 15.0 3.2

node 11 0.0 6.4
node 12 3.0 6.4
node 13 7.0 6.4
node 14 11.0 6.4
node 15 15.0 6.4

node 16 0.0 9.6
node 17 3.0 9.6
node 18 7.0 9.6
node 19 11.0 9.6
node 20 15.0 9.6

node 21 0.0 12.8
node 22 3.0 12.8
node 23 7.0 12.8
node 24 11.0 12.8
node 25 15.0 12.8

# Nodes for shear wall in story 1:
node 111 3.0 0.4
node 112 3.0 0.8
node 113 3.0 1.2
node 114 3.0 1.6
node 115 3.0 2.0
node 116 3.0 2.4
node 117 3.0 2.8

# Nodes for shear wall in story 2:
node 221 3.0 3.6
node 222 3.0 4.0
node 223 3.0 4.4
node 224 3.0 4.8
node 225 3.0 5.2
node 226 3.0 5.6
node 227 3.0 6.0

# Nodes for shear wall in story 3:
node 331 3.0 6.8
node 332 3.0 7.2
node 333 3.0 7.6
node 334 3.0 8.0
node 335 3.0 8.4
node 336 3.0 8.8
node 337 3.0 9.2

# Nodes for shear wall in story 4:
node 441 3.0 10.0
node 442 3.0 10.4
node 443 3.0 10.8
node 444 3.0 11.2
node 445 3.0 11.6
node 446 3.0 12.0
node 447 3.0 12.4


fix 1 1 1 1
fix 2 1 1 1
fix 3 1 1 1
fix 4 1 1 1
fix 5 1 1 1


#material for frame Elements :

uniaxialMaterial Steel01 1 2400e4 2e10 0.01
uniaxialMaterial Concrete01 2 -2100000 -0.002 -1700000 -0.003


#material for shear wall reinforcement:

uniaxialMaterial Steel01 1003 2400e4 2e10 0.01




# beam sections

section Fiber 1 {
patch rect 2 10 10 -0.175 -0.175 0.175 0.175
layer straight 1 3 2.014e-4 -0.125 -0.125 0.125 -0.125
layer straight 1 3 2.014e-4 -0.125 0.125 0.125 0.125
}

section Fiber 2 {
patch rect 2 10 10 -0.175 -0.15 0.175 0.15
layer straight 1 3 2.014e-4 -0.125 -0.1 0.125 -0.1
layer straight 1 3 2.014e-4 -0.125 0.1 0.125 0.1
}

#culomn sections

section Fiber 3 {
patch rect 2 10 10 -0.2 -0.2 0.2 0.2
layer straight 1 3 3.14e-4 -0.15 -0.15 0.15 -0.15
layer straight 1 2 3.14e-4 -0.15 0.0 0.15 0.0
layer straight 1 3 3.14e-4 -0.15 0.15 0.15 0.15
}

section Fiber 4 {
patch rect 2 10 10 -0.175 -0.175 0.175 0.175
layer straight 1 3 2.5446e-4 -0.125 -0.125 0.125 -0.125
layer straight 1 2 2.5446e-4 -0.125 0.0 0.125 0.0
layer straight 1 3 2.5446e-4 -0.125 0.125 0.125 0.125
}


#shear wall section
section FiberInt 5 -NStrip 2 0.2 4 0.2 2 0.2 {
#vertical fibers
fiber -1.3125 1 0.075 2; fiber -1.3125 1 0.0018849 1003;
fiber -0.9375 1 0.075 2; fiber -0.9375 1 0.0018849 1003;

fiber -0.5625 1 0.075 2; fiber -0.5625 1 0.000603 1003;
fiber -0.1875 1 0.075 2; fiber -0.1875 1 0.000603 1003;
fiber 0.1875 1 0.075 2; fiber 0.1875 1 0.000603 1003;
fiber 0.5625 1 0.075 2; fiber 0.5625 1 0.000603 1003;

fiber 0.9375 1 0.075 2; fiber 0.9375 1 0.0018849 1003;
fiber 1.3125 1 0.075 2; fiber 1.3125 1 0.0018849 1003;

#horiz. reinf.
Hfiber 0 0 0.000226 1003;
}



geomTransf Linear 1; # beam
geomTransf Linear 2; # column
geomTransf LinearInt 3; # shear wall


# column elements
element nonlinearBeamColumn 1 1 6 5 3 2
element nonlinearBeamColumn 2 3 8 5 3 2
element nonlinearBeamColumn 3 4 9 5 3 2
element nonlinearBeamColumn 4 5 10 5 3 2
element nonlinearBeamColumn 5 6 11 5 3 2
element nonlinearBeamColumn 6 8 13 5 3 2
element nonlinearBeamColumn 7 9 14 5 3 2
element nonlinearBeamColumn 8 10 15 5 3 2
element nonlinearBeamColumn 9 11 16 5 4 2
element nonlinearBeamColumn 10 13 18 5 4 2
element nonlinearBeamColumn 11 14 19 5 4 2
element nonlinearBeamColumn 12 15 20 5 4 2
element nonlinearBeamColumn 13 16 21 5 4 2
element nonlinearBeamColumn 14 18 23 5 4 2
element nonlinearBeamColumn 15 19 24 5 4 2
element nonlinearBeamColumn 16 20 25 5 4 2


# beam elements
element nonlinearBeamColumn 17 6 7 5 1 1
element nonlinearBeamColumn 18 7 8 5 1 1
element nonlinearBeamColumn 19 8 9 5 1 1
element nonlinearBeamColumn 20 9 10 5 1 1
element nonlinearBeamColumn 21 11 12 5 1 1
element nonlinearBeamColumn 22 12 13 5 1 1
element nonlinearBeamColumn 23 13 14 5 1 1
element nonlinearBeamColumn 24 14 15 5 1 1
element nonlinearBeamColumn 25 16 17 5 2 1
element nonlinearBeamColumn 26 17 18 5 2 1
element nonlinearBeamColumn 27 18 19 5 2 1
element nonlinearBeamColumn 28 19 20 5 2 1
element nonlinearBeamColumn 29 21 22 5 2 1
element nonlinearBeamColumn 30 22 23 5 2 1
element nonlinearBeamColumn 31 23 24 5 2 1
element nonlinearBeamColumn 32 24 25 5 2 1

# shear wall elements in story 1
element dispBeamColumnInt 111 2 111 1 5 3 0.4
element dispBeamColumnInt 112 111 112 1 5 3 0.4
element dispBeamColumnInt 113 112 113 1 5 3 0.4
element dispBeamColumnInt 114 113 114 1 5 3 0.4
element dispBeamColumnInt 115 114 115 1 5 3 0.4
element dispBeamColumnInt 116 115 116 1 5 3 0.4
element dispBeamColumnInt 117 116 117 1 5 3 0.4
element dispBeamColumnInt 118 117 7 1 5 3 0.4

# shear wall elements in story 2
element dispBeamColumnInt 221 7 221 1 5 3 0.4
element dispBeamColumnInt 222 221 222 1 5 3 0.4
element dispBeamColumnInt 223 222 223 1 5 3 0.4
element dispBeamColumnInt 224 223 224 1 5 3 0.4
element dispBeamColumnInt 225 224 225 1 5 3 0.4
element dispBeamColumnInt 226 225 226 1 5 3 0.4
element dispBeamColumnInt 227 226 227 1 5 3 0.4
element dispBeamColumnInt 228 227 12 1 5 3 0.4

# shear wall elements in story 3
element dispBeamColumnInt 331 12 331 1 5 3 0.4
element dispBeamColumnInt 332 331 332 1 5 3 0.4
element dispBeamColumnInt 333 332 333 1 5 3 0.4
element dispBeamColumnInt 334 333 334 1 5 3 0.4
element dispBeamColumnInt 335 334 335 1 5 3 0.4
element dispBeamColumnInt 336 335 336 1 5 3 0.4
element dispBeamColumnInt 337 336 337 1 5 3 0.4
element dispBeamColumnInt 338 337 17 1 5 3 0.4

# shear wall elements in story 4
element dispBeamColumnInt 441 17 441 1 5 3 0.4
element dispBeamColumnInt 442 441 442 1 5 3 0.4
element dispBeamColumnInt 443 442 443 1 5 3 0.4
element dispBeamColumnInt 444 443 444 1 5 3 0.4
element dispBeamColumnInt 445 444 445 1 5 3 0.4
element dispBeamColumnInt 446 445 446 1 5 3 0.4
element dispBeamColumnInt 447 446 447 1 5 3 0.4
element dispBeamColumnInt 448 447 22 1 5 3 0.4


# Define Mass on Nodes

mass 6 553.7426 0 0
mass 7 2399.5512 0 0
mass 8 1476.6469 0 0
mass 9 1476.6469 0 0
mass 10 738.3234 0 0

mass 11 553.7426 0 0
mass 12 2399.5512 0 0
mass 13 1476.6469 0 0
mass 14 1476.6469 0 0
mass 15 738.3234 0 0

mass 16 553.7426 0 0
mass 17 2399.5512 0 0
mass 18 1476.6469 0 0
mass 19 1476.6469 0 0
mass 20 738.3234 0 0

mass 21 468.0807 0 0
mass 22 2028.3499 0 0
mass 23 1248.2153 0 0
mass 24 1248.2153 0 0
mass 25 624.1076 0 0



pattern Plain 1 "Linear" {
eleLoad -ele 17 -type -beamUniform -3620
eleLoad -ele 18 -type -beamUniform -3620
eleLoad -ele 19 -type -beamUniform -3620
eleLoad -ele 20 -type -beamUniform -3620
eleLoad -ele 21 -type -beamUniform -3620
eleLoad -ele 22 -type -beamUniform -3620
eleLoad -ele 23 -type -beamUniform -3620
eleLoad -ele 24 -type -beamUniform -3620
eleLoad -ele 25 -type -beamUniform -3620
eleLoad -ele 26 -type -beamUniform -3620
eleLoad -ele 27 -type -beamUniform -3620
eleLoad -ele 28 -type -beamUniform -3620
eleLoad -ele 29 -type -beamUniform -3240
eleLoad -ele 30 -type -beamUniform -3240
eleLoad -ele 31 -type -beamUniform -3240
eleLoad -ele 32 -type -beamUniform -3240
}


#pattern Plain 2 "Linear" {
#load 6 5000 0 0
#load 11 10000 0 0
#load 16 15000 0 0
#load 21 20000 0 0
#}



#source DisplayPlane.tcl
#source DisplayModel2D.tcl;
#DisplayModel2D DeformedShape 5;


recorder Node -file 10_node.out -load -node 10 -dof 1 2 3 disp
recorder Node -file 6_node.out -load -node 6 -dof 1 2 3 disp
recorder Node -file 25_node.out -load -node 25 -dof 1 2 3 disp
#recorder Element -file element_28.out -ele 28 axialForce
recorder Element -file shearwall_448_s2.out -ele 448 section 1 s2

system BandGeneral
constraints Transformation
numberer RCM
test NormDispIncr 1.0e-5 20
algorithm Newton
integrator LoadControl 0.1
analysis Static


analyze 10


puts " Gravity analysis END "



loadConst -time 0.0



recorder Node -file node6.out -time -node 6 -dof 1 2 3 disp



# Define and Apply Dynamic Analysis


set tabasFN "Path -filePath tabasFN.txt -dt 0.02 -factor 9.806"
pattern UniformExcitation 3 1 -accel $tabasFN


set Tol 1.0e-8;
set GMdirection 1; # ground-motion direction


set DtAnalysis 0.01; # time-step Dt for lateral analysis
set TmaxAnalysis 10 ;

source LibAnalysisDynamicParameters.tcl;


set Nsteps [expr int($TmaxAnalysis/$DtAnalysis)];
set ok [analyze $Nsteps $DtAnalysis];

if {$ok != 0} { ;
# -------------------------------------------------------------------------------
# change some analysis parameters to achieve convergence
# performance is slower inside this loop
# Time-controlled analysis
set ok 0;
set controlTime [getTime];
while {$controlTime < $TmaxAnalysis && $ok == 0} {
set controlTime [getTime]
set ok [analyze 1 $DtAnalysis]
if {$ok != 0} {
puts "Trying Newton with Initial Tangent .."
test NormDispIncr $Tol 1000 0
algorithm Newton -initial
set ok [analyze 1 $DtAnalysis]
test $testTypeDynamic $TolDynamic $maxNumIterDynamic 0
algorithm $algorithmTypeDynamic
}
if {$ok != 0} {
puts "Trying Broyden .."
algorithm Broyden 8
set ok [analyze 1 $DtAnalysis]
algorithm $algorithmTypeDynamic
}
if {$ok != 0} {
puts "Trying NewtonWithLineSearch .."
algorithm NewtonLineSearch .8
set ok [analyze 1 $DtAnalysis]
algorithm $algorithmTypeDynamic
}
}
}; # end if ok !0

[vesna]

Would you post the warning message you get after running transient analysis?

[yones]

vesna wrote:
> Would you post the warning message you get after running transient
> analysis?

hi vesna , thanks for reply.
when I change the parameters of transient analysis (for converge problem) , these
following errors create :
WARNING: CTestEnergyIncr::test() - failed to converge
after: 10 iterations
ModifiedNewton::solveCurrentStep() -the ConvergenceTest object failed in test()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 0.21
OpenSees > analyze failed, returned: -3 error flag
WARNING: CTestEnergyIncr::test() - failed to converge
after: 10 iterations
ModifiedNewton::solveCurrentStep() -the ConvergenceTest object failed in test()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 0.21
OpenSees > analyze failed, returned: -3 error flag
Trying Newton with Initial Tangent ..
WARNING: CTestEnergyIncr::test() - failed to converge
after: 10 iterations
ModifiedNewton::solveCurrentStep() -the ConvergenceTest object failed in test()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 0.91
OpenSees > analyze failed, returned: -3 error flag
Trying Newton with Initial Tangent ..
WARNING: CTestNormDispIncr::test() - failed to converge
after: 1000 iterations
NewtnRaphson::solveCurrentStep() -the ConvergenceTest object failed in test()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 0.91
OpenSees > analyze failed, returned: -3 error flag
Trying Broyden ..
WARNING: CTestEnergyIncr::test() - failed to converge
after: 10 iterations
WARNING: CTestEnergyIncr::test() - failed to converge
after: 10 iterations
WARNING: CTestEnergyIncr::test() - failed to converge
after: 10 iterations
WARNING: CTestEnergyIncr::test() - failed to converge
after: 10 iterations
WARNING: CTestEnergyIncr::test() - failed to converge
after: 10 iterations
WARNING: CTestEnergyIncr::test() - failed to converge
after: 10 iterations
WARNING: CTestEnergyIncr::test() - failed to converge
after: 10 iterations
WARNING: CTestEnergyIncr::test() - failed to converge
after: 10 iterations
WARNING: CTestEnergyIncr::test() - failed to converge
after: 10 iterations
WARNING: CTestEnergyIncr::test() - failed to converge
after: 10 iterations
WARNING: CTestEnergyIncr::test() - failed to converge
after: 10 iterations
Broyden::solveCurrentStep() -the ConvergenceTest object failed in test()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 0.91
OpenSees > analyze failed, returned: -3 error flag
Trying NewtonWithLineSearch ..
WARNING: CTestEnergyIncr::test() - failed to converge
after: 10 iterations
NewtonLineSearch::solveCurrentStep() -the ConvergenceTest object failed in test(
)
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 0.91
OpenSees > analyze failed, returned: -3 error flag

[vesna]

The earthquake file you have is causing the convergence problems. Very often it can be solved by using VariableTransient analysis.

I just tested your script for the earthquake BM68elc.acc (used in the example manual) and there was no convergence problems.

[yones]

vesna wrote:
> The earthquake file you have is causing the convergence problems. Very
> often it can be solved by using VariableTransient analysis.
>
> I just tested your script for the earthquake BM68elc.acc (used in the
> example manual) and there was no convergence problems.

Hello vesna .
Thank you very much.