Convergence problem!

[giusy]

Hi!My model doesn't converge, I have the Warning message:

WARNING: CTestNormDispIncr: test<> - failed to converge
after 15 iterations
NewtnRaphson: solveCurrentStep<> -the ConvergenceTest object failed in test<>
DirectIntegrationAnalysis: analyze<> the Algorithm failed at time 0.04
Opensees > analyze failed,returned -3 error flag

I tried with another test object,but I had the same result!

My script is:


# number of soil layers
set numLayers 4
# layer thicknesses (m)

set layerThick(1) 20
set layerThick(2) 5
set layerThick(3) 3
set layerThick(4) 4
set totalThick [expr $layerThick(4)+$layerThick(3)+$layerThick(2)+$layerThick(1)]

#---MATERIAL PROPERTIES
# soil mass density (Mg/m^3)

set rho(1) 2.344
set rho(2) 2.039
set rho(3) 1.886
set rho(4) 1.784


# soil shear wave velocity for each layer(m/s)
set Vs(1) 1200
set Vs(2) 400
set Vs(3) 250
set Vs(4) 200

# soil shear modulus for each layer (kPa)
for {set k 1} {$k <= $numLayers} {incr k 1} {
set G($k) [expr $rho($k)*$Vs($k)*$Vs($k)]
}
# poisson's ratio of soil
set nu(1) 0.3
set nu(2) 0.47
set nu(3) 0.47
set nu(4) 0.35


# soil elastic modulus for each layer (kPa)
for {set k 1} {$k <= $numLayers} {incr k 1} {
set E($k) [expr 2*$G($k)*(1+$nu($k))]
}
# soil bulk modulus for each layer (kPa)
for {set k 1} {$k <= $numLayers} {incr k 1} {
set bulk($k) [expr $E($k)/(3*(1-2*$nu($k)))]
}
# soil friction angle
set phi 35.0
# peak shear strain
set gammaPeak 0.1
# reference pressure
set refPress 80.0
# pressure dependency coefficient
set pressCoeff 0.0
# phase transformation angle
set phaseAng 27.0
# contraction
set contract 0.06
# dilation coefficients
set dilate1 0.5
set dilate2 2.5
# liquefaction coefficients
set liq1 0.0
set liq2 0.0
set liq3 0.0
# bedrock shear wave velocity (m/s)
set rockVS 1200.0
# bedrock mass density (Mg/m^3)
set rockDen 2.344

# time step in ground motion record
set motionDT 0.01
# number of steps in ground motion record
set motionSteps 1000

# damping coefficients
set a0 [expr 2*$damp*$omega1*$omega2/($omega1 + $omega2)]
set a1 [expr 2*$damp/($omega1 + $omega2)]
puts "damping coefficients: a_0 = $a0; a_1 = $a1"

# Newmark parameters
set gamma 0.5
set beta 0.25

set numTotalEle 0

for {set k 1} {$k <= $numLayers} {incr k 1} {

set sizeEleX($k) 1
puts "horizontal size of elements in layer $k: $sizeEleX($k)"
set numEleX($k) [expr $totalThick/$sizeEleX($k)]
puts "number of horizontal elements in layer $k: $numEleX($k)"


set sizeEleY($k) 1
puts "vertical size of elements in layer $k: $sizeEleY($k)"


set numEleY($k) [expr {$layerThick($k)/$sizeEleY($k)}]
set numTotalEleY($k) [expr $numEleY($k)*$numEleX($k)]
puts "number of vertical elements in layer $k: $numEleY($k)"
puts "total number of elements in layer $k : $numTotalEleY($k)"




# counter for total number of elements
set numTotalEle [expr $numTotalEle + $numTotalEleY($k)]
}
puts "total number of elements: $numTotalEle"
#puts "total number of horizontal elements: $numTotalEleX"


# number of nodes in vertical direction in each layer
set numTotalNode 0

set commonNodes 0

for {set k 1} {$k <= $numLayers} {incr k 1} {
set numNodeY($k) [expr ($numEleY($k)+1)*($numEleX($k)+1)]
puts "number of nodes in layer $k: $numNodeY($k)"



set numTotalNode [expr $numTotalNode + $numNodeY($k)-$commonNodes]

set commonNodes [expr $numEleX($k)+1]
}

#set numNodeY($numLayers) [expr 2*($numTotalEleY($numLayers)+1)]
#puts "number of nodes in layer $numLayers: $numNodeY($numLayers)"
#set numTotalNode [expr $numTotalNode + $numNodeY($numLayers)]
puts "total number of nodes: $numTotalNode"

#-----------------------------------------------------------------------------------------------------------
# 3. DEFINE NODES FOR SOIL ELEMENTS
#-----------------------------------------------------------------------------------------------------------

# soil nodes are created in 2 dimensions, with 3 dof (2 translational, 1 porePressure)
model BasicBuilder -ndm 2 -ndf 2


set yCoord 0
set count 0
set commonNodes 0



#loop over layer

for {set k 1} {$k <=$numLayers} {incr k 1} {

#loop over nodes
set NodeLayer [expr $numNodeY($k)-$commonNodes-1]
for {set j 1} {$j <=$NodeLayer } {incr j 33} {

node [expr $j+$count] 0.0 $yCoord

#puts "node [expr $j+$count]"

for {set i 1} {$i<=$numEleX($k)} {incr i 1} {
node [expr $j+$count+$i] [expr $sizeEleX($k)*$i] $yCoord
#puts "node [expr $j+$count+$i]"

}

set yCoord [expr {$yCoord + $sizeEleY($k)}]
}


set count [expr $count + $numNodeY($k)-$commonNodes]
set commonNodes [expr $numEleX($k)+1]
}


puts "Finished creating all soil nodes..."

set k 1
for {set i 1} {$i<= [expr $numEleX($k)+1]} {incr i 1} {

fix $i 1 1
#puts "fixed nodes: $i"
}

set wgtX 0.0

set count 0
set m 0

for {set k 1} {$k <=$numLayers} {incr k 1} {

set wgtY [expr -9.81*$rho($k)]





for {set j 1} {$j <=$numTotalEleY($k)} {incr j 33} {

for {set i 0} {$i<$numEleX($k)} {incr i 1} {

set nI [expr $j+$count+$i]
set nJ [expr $nI +$numEleX($k)+1]
set nK [expr $nJ + 1]
set nL [expr $nI + 1]



set IDsec [expr $j+$count+$i+$m]

section ElasticMembranePlateSection $IDsec $nu($k) $E($k) 10 $rho($k)
element ShellMITC4 [expr $j+$count+$i+$m] $nI $nJ $nK $nL $IDsec
puts "elements : [expr $j+$count+$i+$m]"

}
set m [expr $m-1]
#puts "m $m"
}

set count [expr $count + $numNodeY($k)-$numEleX($k)-1]
#puts "count $count"
}

puts "Finished creating all soil elements..."

# record nodal displacments, velocities, and accelerations at each time step
recorder Node -file displacement.out -time -dT $motionDT -nodeRange 1 $numTotalNode -dof 1 2 disp
recorder Node -file velocity.out -time -dT $motionDT -nodeRange 1 $numTotalNode -dof 1 2 vel
recorder Node -file acceleration.out -time -dT $motionDT -nodeRange 1 $numTotalNode -dof 1 2 accel


# Uniform Earthquake ground motion (uniform acceleration input at all support nodes)

set dt 0.01
set GMdirection 1; # ground-motion direction
set GMfile "accelstra.txt" ; # ground-motion filenames
set GMfact 1;

set AccelSeries "Series -dt $dt -filePath $GMfile -factor $GMfact"

pattern UniformExcitation 2 $GMdirection -accel $AccelSeries;
##rayleigh 0. 0. 0. [expr 2*0.02/pow([eigen 1],0.5)];

constraints Transformation
test NormDispIncr 1e-3 15 1
algorithm Newton
numberer RCM
system BandGeneral
integrator Newmark $gamma $beta
rayleigh $a0 $a1 0.0 0.0
analysis Transient


set Nsteps 100
set DtAnalysis 0.01
analyze $Nsteps $DtAnalysis

puts "Finished with dynamic analysis..."




I guess I copy everything...I hope you can give me an help!

[vesna]

Since your model failed so early in the analysis there may be a problem with your model. To check your model I suggest you to do eigen analysis. Make sure the periods and mode shape of your structure look good. To see mode shapes you can use display command. Here you can find an example: http://opensees.berkeley.edu/wiki/index ... ode_shapes

[yas]

hello dear all

I,m going to do time history analysis after 7 seconds doing static analysis with 0.01 time steps but it does,nt converge .but when I change it to 0.001 time steps it does,nt have any problem.Is there any way that it converges in 0.01 time steps?!
this is my model:



wipe all;
puts " "
puts " "

source Bsection.tcl;
source Wsection.tcl;

model basic -ndm 2 -ndf 3
set g 9.81

set Acolumn1 0.0625
set Acolumn2 0.04


set ABeam1 0.00334
set ABeam2 0.00391
set ABeam3 0.00538
set ABeam4 0.00626
set ABeam5 0.00727

set ABrace1 0.0048
set ABrace2 0.0056
set ABrace3 0.00644
set ABrace4 0.00748

set Wsteel 78500

set g 9.81
set Rsteel [expr $Wsteel/$g]

set RemovedEle1 1
set RemovedEle2 86
set dt 0.01
set Factor 1

# Loads
set DL 650
set LL 200
set DLRoof 600
set LLRoof 150
set L1 5
set L2 2.1
set L3 0.8

#define GEOMETRY -----------------------------------
#nodal coordinates:


# define column nodal coordinates
node 1 0.0 0.0 0.0
node 2 5.0 0.0 0.0
node 3 10.0 0.0 0.0
node 4 15.0 0.0 0.0
node 5 20.0 0.0 0.0
node 6 25.0 0.0 0.0
node 7 0.0 3.2 0.0
node 8 5.0 3.2 0.0
node 9 10.0 3.2 0.0
node 10 15.0 3.2 0.0
node 11 20.0 3.2 0.0
node 12 25.0 3.2 0.0
node 13 0.0 6.4 0.0
node 14 5.0 6.4 0.0
node 15 10.0 6.4 0.0
node 16 15.0 6.4 0.0
node 17 20.0 6.4 0.0
node 18 25.0 6.4 0.0
node 19 0.0 9.6 0.0
node 20 5.0 9.6 0.0
node 21 10.0 9.6 0.0
node 22 15.0 9.6 0.0
node 23 20.0 9.6 0.0
node 24 25.0 9.6 0.0
node 25 0.0 12.8 0.0
node 26 5.0 12.8 0.0
node 27 10.0 12.8 0.0
node 28 15.0 12.8 0.0
node 29 20.0 12.8 0.0
node 30 25.0 12.8 0.0
node 31 0.0 16.0 0.0
node 32 5.0 16.0 0.0
node 33 10.0 16.0 0.0
node 34 15.0 16.0 0.0
node 35 20.0 16.0 0.0
node 36 25.0 16.0 0.0
# define Beam nodal coordinates
node 37 0.0 3.2 0.0
node 38 5.0 3.2 0.0
#node 338 5.0 3.2 0.0
node 39 10.0 3.2 0.0
#node 339 10.0 3.2 0.0
node 40 15.0 3.2 0.0
#node 440 15.0 3.2 0.0
node 41 20.0 3.2 0.0
#node 441 20.0 3.2 0.0
node 42 25.0 3.2 0.0
node 43 0.0 6.4 0.0
node 44 5.0 6.4 0.0
#node 444 5.0 6.4 0.0
node 45 10.0 6.4 0.0
#node 445 10.0 6.4 0.0
node 46 15.0 6.4 0.0
#node 446 15.0 6.4 0.0
node 47 20.0 6.4 0.0
#node 447 20.0 6.4 0.0
node 48 25.0 6.4 0.0
node 49 0.0 9.6 0.0
node 50 5.0 9.6 0.0
#node 550 5.0 9.6 0.0
node 51 10.0 9.6 0.0
#node 551 10.0 9.6 0.0
node 52 15.0 9.6 0.0
#node 552 15.0 9.6 0.0
node 53 20.0 9.6 0.0
#node 553 20.0 9.6 0.0
node 54 25.0 9.6 0.0
node 55 0.0 12.8 0.0
node 56 5.0 12.8 0.0
#node 556 5.0 12.8 0.0
node 57 10.0 12.8 0.0
#node 557 10.0 12.8 0.0
node 58 15.0 12.8 0.0
#node 558 15.0 12.8 0.0
node 59 20.0 12.8 0.0
#node 559 20.0 12.8 0.0
node 60 25.0 12.8 0.0
node 61 0.0 16.0 0.0
node 62 5.0 16.0 0.0
#node 662 5.0 16.0 0.0
node 63 10.0 16.0 0.0
#node 663 10.0 16.0 0.0
node 64 15.0 16.0 0.0
#node 664 15.0 16.0 0.0
node 65 20.0 16.0 0.0
#node 665 20.0 16.0 0.0
node 66 25.0 16.0 0.0
node 67 2.1 3.2 0.0
node 68 2.9 3.2 0.0
node 69 12.1 3.2 0.0
node 70 12.9 3.2 0.0
node 71 22.1 3.2 0.0
node 72 22.9 3.2 0.0
node 73 2.1 6.4 0.0
node 74 2.9 6.4 0.0
node 75 12.1 6.4 0.0
node 76 12.9 6.4 0.0
node 77 22.1 6.4 0.0
node 78 22.9 6.4 0.0
node 79 2.1 9.6 0.0
node 80 2.9 9.6 0.0
node 81 12.1 9.6 0.0
node 82 12.9 9.6 0.0
node 83 22.1 9.6 0.0
node 84 22.9 9.6 0.0
node 85 2.1 12.8 0.0
node 86 2.9 12.8 0.0
node 87 12.1 12.8 0.0
node 88 12.9 12.8 0.0
node 89 22.1 12.8 0.0
node 90 22.9 12.8 0.0
node 91 2.1 16 0.0
node 92 2.9 16 0.0
node 93 12.1 16 0.0
node 94 12.9 16 0.0
node 95 22.1 16 0.0
node 96 22.9 16 0.0
# define Brace nodal coordinates
#node 1111 0.0 0.0 0.0
#node 2222 5.0 0.0 0.0
#node 3333 10.0 0.0 0.0
#node 4444 15.0 0.0 0.0
#node 5555 20.0 0.0 0.0
#node 6666 25.0 0.0 0.0
node 7777 0.0 3.2 0.0
node 8888 5.0 3.2 0.0
node 99 10.0 3.2 0.0
node 110 15.0 3.2 0.0
node 111 20.0 3.2 0.0
node 112 25.0 3.2 0.0
node 113 0.0 6.4 0.0
node 114 5.0 6.4 0.0
node 115 10.0 6.4 0.0
node 116 15.0 6.4 0.0
node 117 20.0 6.4 0.0
node 118 25.0 6.4 0.0
node 119 0.0 9.6 0.0
node 220 5.0 9.6 0.0
node 221 10.0 9.6 0.0
node 222 15.0 9.6 0.0
node 223 20.0 9.6 0.0
node 224 25.0 9.6 0.0
node 225 0.0 12.8 0.0
node 226 5.0 12.8 0.0
node 227 10.0 12.8 0.0
node 228 15.0 12.8 0.0
node 229 20.0 12.8 0.0
node 330 25.0 12.8 0.0
#node 667 2.1 3.2 0.0
#node 668 2.9 3.2 0.0
#node 669 12.1 3.2 0.0
#node 770 12.9 3.2 0.0
#node 771 22.1 3.2 0.0
#node 772 22.9 3.2 0.0
#node 773 2.1 6.4 0.0
#node 774 2.9 6.4 0.0
#node 775 12.1 6.4 0.0
#node 776 12.9 6.4 0.0
#node 777 22.1 6.4 0.0
#node 778 22.9 6.4 0.0
#node 779 2.1 9.6 0.0
#node 880 2.9 9.6 0.0
#node 881 12.1 9.6 0.0
#node 882 12.9 9.6 0.0
#node 883 22.1 9.6 0.0
#node 884 22.9 9.6 0.0
#node 885 2.1 12.8 0.0
#node 886 2.9 12.8 0.0
#node 887 12.1 12.8 0.0
#node 888 12.9 12.8 0.0
#node 889 22.1 12.8 0.0
#node 990 22.9 12.8 0.0
#node 991 2.1 16.0 0.0
#node 992 2.9 16.0 0.0
#node 993 12.1 16.0 0.0
#node 994 12.9 16.0 0.0
#node 995 22.1 16.0 0.0
#node 996 22.9 16.0 0.0
puts "end of define nodes"

equalDOF 7 37 1 2
equalDOF 7 7777 1 2
equalDOF 8 38 1 2
equalDOF 8 8888 1 2
#equalDOF 8 338 1 2
equalDOF 9 39 1 2
equalDOF 9 99 1 2
#equalDOF 9 339 1 2
equalDOF 10 110 1 2
equalDOF 10 40 1 2
#equalDOF 10 440 1 2
equalDOF 11 111 1 2
equalDOF 11 41 1 2
#equalDOF 11 441 1 2
equalDOF 12 112 1 2
equalDOF 12 42 1 2
equalDOF 13 43 1 2
equalDOF 13 113 1 2
equalDOF 14 114 1 2
equalDOF 14 44 1 2
#equalDOF 14 444 1 2
equalDOF 15 45 1 2
#equalDOF 15 445 1 2
equalDOF 15 115 1 2
equalDOF 16 46 1 2
#equalDOF 16 446 1 2
equalDOF 16 116 1 2
equalDOF 17 117 1 2
equalDOF 17 47 1 2
#equalDOF 17 447 1 2
equalDOF 18 48 1 2
equalDOF 18 118 1 2
equalDOF 19 119 1 2
equalDOF 19 49 1 2
equalDOF 20 50 1 2
#equalDOF 20 550 1 2
equalDOF 20 220 1 2
equalDOF 21 51 1 2
#equalDOF 21 551 1 2
equalDOF 21 221 1 2
equalDOF 22 222 1 2
equalDOF 22 52 1 2
#equalDOF 22 552 1 2
equalDOF 23 53 1 2
#equalDOF 23 553 1 2
equalDOF 23 223 1 2
equalDOF 24 224 1 2
equalDOF 24 54 1 2
equalDOF 25 55 1 2
equalDOF 25 225 1 2
equalDOF 26 56 1 2
#equalDOF 26 556 1 2
equalDOF 26 226 1 2
equalDOF 27 227 1 2
equalDOF 27 57 1 2
#equalDOF 27 557 1 2
equalDOF 28 58 1 2
#equalDOF 28 558 1 2
equalDOF 28 228 1 2
equalDOF 29 229 1 2
equalDOF 29 59 1 2
#equalDOF 29 559 1 2
equalDOF 30 60 1 2
equalDOF 30 330 1 2
equalDOF 31 61 1 2
equalDOF 32 62 1 2
#equalDOF 32 662 1 2
equalDOF 33 63 1 2
#equalDOF 33 663 1 2
equalDOF 34 64 1 2
#equalDOF 34 664 1 2
equalDOF 35 65 1 2
#equalDOF 35 665 1 2
equalDOF 36 66 1 2
#
puts "end of define equalDOF"

# Single point constraints -- Boundary Conditions
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
fix 6 1 1 1
#fix 1111 1 1 1
#fix 2222 1 1 1
#fix 3333 1 1 1
#fix 4444 1 1 1
#fix 5555 1 1 1
#fix 6666 1 1 1

puts "end of define fix"



# define MATERIAL ---------------------------------------------------
#uniaxialMaterial Steel02 $matTag $Fy $E $b $R0 $cR1 $cR2 $a1 $a2 $a3 $a4
uniaxialMaterial Steel02 2 240E6 2.0e11 0.02 18.0 0.925 0.15 0 1 0 1 ;

puts "end of define uniaxialMaterial"




######################## SECTIONS ################################
##COLS(35x35x30-30x30x20-25x25x20-20x20x15)



Bsection 1 2 0.35 0.03 8 3
Bsection 2 2 0.3 0.02 8 3
Bsection 3 2 0.25 0.02 8 3
Bsection 4 2 0.2 0.015 8 3

##BEAMS(IPE 22-24-30-33-36)
Wsection 5 2 0.22 0.0059 0.11 0.0092 8 3 8 3
Wsection 6 2 0.24 0.0062 0.12 0.0098 8 3 8 3
Wsection 7 2 0.3 0.0071 0.15 0.0107 8 3 8 3
Wsection 8 2 0.33 0.0075 0.16 0.0115 8 3 8 3
Wsection 9 2 0.36 0.008 0.17 0.0127 8 3 8 3


###BRACES(2UNP 160-180-200-220)

section Fiber 10 { ;
patch quad 2 8 3 -0.07 0.0695 -0.005 0.0695 -0.005 0.08 -0.07 0.08
patch quad 2 3 8 -0.07 -0.0695 -0.0625 -0.0695 -0.0625 0.0695 -0.07 0.0695
patch quad 2 8 3 -0.07 -0.08 -0.005 -0.08 -0.005 -0.0695 -0.07 -0.0695
patch quad 2 8 3 0.005 0.0695 0.07 0.0695 0.07 0.08 0.005 0.08
patch quad 2 3 8 0.0625 -0.0695 0.07 -0.0695 0.07 0.0695 0.0625 0.0695
patch quad 2 8 3 0.005 -0.08 0.07 -0.08 0.07 -0.0695 0.005 -0.0695 } ;

section Fiber 11 { ;
patch quad 2 8 3 -0.075 0.079 -0.005 0.079 -0.005 0.09 -0.075 0.09
patch quad 2 3 8 -0.075 -0.079 -0.067 -0.079 -0.067 0.079 -0.075 0.079
patch quad 2 8 3 -0.075 -0.09 -0.005 -0.09 -0.005 -0.079 -0.075 -0.079
patch quad 2 8 3 0.005 0.079 0.075 0.079 0.075 0.09 0.005 0.09
patch quad 2 3 8 0.067 -0.079 0.075 -0.079 0.075 0.079 0.067 0.079
patch quad 2 8 3 0.005 -0.09 0.075 -0.09 0.075 -0.079 0.005 -0.079 } ;

section Fiber 12 { ;
patch quad 2 8 3 -0.08 0.0885 -0.005 0.0885 -0.005 0.1 -0.08 0.1
patch quad 2 3 8 -0.08 -0.0885 -0.0715 -0.0885 -0.0715 0.0885 -0.08 0.0885
patch quad 2 8 3 -0.08 -0.1 -0.005 -0.1 -0.005 -0.0885 -0.08 -0.0885
patch quad 2 8 3 0.005 0.0885 0.08 0.0885 0.08 0.1 0.005 0.1
patch quad 2 3 8 0.0715 -0.0885 0.08 -0.0885 0.08 0.0885 0.0715 0.0885
patch quad 2 8 3 0.005 -0.1 0.08 -0.1 0.08 -0.0885 0.005 -0.0885 } ;

section Fiber 13 { ;
patch quad 2 8 3 -0.085 0.0975 -0.005 0.0975 -0.005 0.11 -0.085 0.11
patch quad 2 3 8 -0.085 -0.0975 -0.076 -0.0975 -0.076 0.0975 -0.085 0.0975
patch quad 2 8 3 -0.085 -0.11 -0.005 -0.11 -0.005 -0.0975 -0.085 -0.0975
patch quad 2 8 3 0.005 0.0975 0.085 0.0975 0.085 0.11 0.005 0.11
patch quad 2 3 8 0.076 -0.0975 0.085 -0.0975 0.085 0.0975 0.076 0.0975
patch quad 2 8 3 0.005 -0.11 0.085 -0.11 0.085 -0.0975 0.005 -0.0975 } ;

geomTransf PDelta 1
geomTransf Linear 2
geomTransf Corotational 3

puts "end of geam Trans"

#------- Define Columns -------
set Mcolumn1 [expr $Acolumn1*$Rsteel]

set Mcolumn2 [expr $Acolumn2*$Rsteel]



# Element "cloumns ": eleTag NodeI NodeJ NIP secTag geoTranTag
element dispBeamColumn 1 1 7 5 1 1 -mass $Mcolumn1;
element dispBeamColumn 2 7 13 5 1 1 -mass $Mcolumn1;
element dispBeamColumn 3 13 19 5 1 1 -mass $Mcolumn1;
element dispBeamColumn 4 19 25 5 2 1 -mass $Mcolumn2;
element dispBeamColumn 5 25 31 5 2 1 -mass $Mcolumn2;
element dispBeamColumn 6 2 8 5 3 1 -mass $Mcolumn1;
element dispBeamColumn 7 8 14 5 3 1 -mass $Mcolumn1;
element dispBeamColumn 8 14 20 5 3 1 -mass $Mcolumn1;
element dispBeamColumn 9 20 26 5 4 1 -mass $Mcolumn2;
element dispBeamColumn 10 26 32 5 4 1 -mass $Mcolumn2;
element dispBeamColumn 11 3 9 5 3 1 -mass $Mcolumn1;
element dispBeamColumn 12 9 15 5 3 1 -mass $Mcolumn1;
element dispBeamColumn 13 15 21 5 3 1 -mass $Mcolumn1;
element dispBeamColumn 14 21 27 5 4 1 -mass $Mcolumn2;
element dispBeamColumn 15 27 33 5 4 1 -mass $Mcolumn2;
element dispBeamColumn 16 4 10 5 3 1 -mass $Mcolumn1;
element dispBeamColumn 17 10 16 5 3 1 -mass $Mcolumn1;
element dispBeamColumn 18 16 22 5 3 1 -mass $Mcolumn1;
element dispBeamColumn 19 22 28 5 4 1 -mass $Mcolumn2;
element dispBeamColumn 20 28 34 5 4 1 -mass $Mcolumn2;
element dispBeamColumn 21 5 11 5 3 1 -mass $Mcolumn1;
element dispBeamColumn 22 11 17 5 3 1 -mass $Mcolumn1;
element dispBeamColumn 23 17 23 5 3 1 -mass $Mcolumn1;
element dispBeamColumn 24 23 29 5 4 1 -mass $Mcolumn2;
element dispBeamColumn 25 29 35 5 4 1 -mass $Mcolumn2;
element dispBeamColumn 26 6 12 5 2 1 -mass $Mcolumn1;
element dispBeamColumn 27 12 18 5 2 1 -mass $Mcolumn1;
element dispBeamColumn 28 18 24 5 2 1 -mass $Mcolumn1;
element dispBeamColumn 29 24 30 5 3 1 -mass $Mcolumn2;
element dispBeamColumn 30 30 36 5 3 1 -mass $Mcolumn2;
puts "end of element column "


#----------- Define Beams ------------
set Mass1 [expr ($DL+(0.25*$LL))*$L1/2]
set Mass2 [expr ($DL+(0.25*$LL))*$L1/2]
set Mass3 [expr ($DL+(0.25*$LL))*$L1/2]
set MassRoof1 [expr ($DLRoof+(0.25*$LLRoof))*$L1/2]
set MassRoof2 [expr ($DLRoof+(0.25*$LLRoof))*$L1/2]
set MassRoof3 [expr ($DLRoof+(0.25*$LLRoof))*$L1/2]



set MBeam5 [expr $ABeam5*$Rsteel]
set MassStory11 [expr $MBeam5+$Mass1]

set MBeam5 [expr $ABeam5*$Rsteel]
set MassStory12 [expr $MBeam5+$Mass2]

set MBeam5 [expr $ABeam5*$Rsteel]
set MassStory13 [expr $MBeam5+$Mass3]

set MBeam5 [expr $ABeam5*$Rsteel]
set MassStory21 [expr $MBeam5+$Mass1]

set MBeam3 [expr $ABeam3*$Rsteel]
set MassStory22 [expr $MBeam3+$Mass2]

set MBeam3 [expr $ABeam3*$Rsteel]
set MassStory23 [expr $MBeam3+$Mass3]

set MBeam5 [expr $ABeam5*$Rsteel]
set MassStory31 [expr $MBeam5+$Mass1]

set MBeam3 [expr $ABeam3*$Rsteel]
set MassStory32 [expr $MBeam3+$Mass2]

set MBeam3 [expr $ABeam3*$Rsteel]
set MassStory33 [expr $MBeam3+$Mass3]

set MBeam4 [expr $ABeam4*$Rsteel]
set MassStory41 [expr $MBeam4+$Mass1]

set MBeam2 [expr $ABeam2*$Rsteel]
set MassStory42 [expr $MBeam2+$Mass2]

set MBeam2 [expr $ABeam2*$Rsteel]
set MassStory43 [expr $MBeam2+$Mass3]

set MBeam3 [expr $ABeam3*$Rsteel]
set MassRoof1 [expr $MBeam3+$MassRoof1]

set MBeam1 [expr $ABeam1*$Rsteel]
set MassRoof2 [expr $MBeam1+$MassRoof2]

set MBeam1 [expr $ABeam1*$Rsteel]
set MassRoof3 [expr $MBeam1+$MassRoof3]

# Element "beams ": eleTag NodeI NodeJ NIP secTag geoTranTag
element dispBeamColumn 31 37 67 5 9 2 -mass $MassStory12;
element dispBeamColumn 32 67 68 5 9 2 -mass $MassStory13;
element dispBeamColumn 33 68 38 5 9 2 -mass $MassStory12;
element dispBeamColumn 34 38 39 5 9 2 -mass $MassStory11;
element dispBeamColumn 35 39 69 5 9 2 -mass $MassStory12;
element dispBeamColumn 36 69 70 5 9 2 -mass $MassStory13;
element dispBeamColumn 37 70 40 5 9 2 -mass $MassStory12;
element dispBeamColumn 38 40 41 5 9 2 -mass $MassStory11;
element dispBeamColumn 39 41 71 5 9 2 -mass $MassStory12;
element dispBeamColumn 40 71 72 5 9 2 -mass $MassStory13;
element dispBeamColumn 41 72 42 5 9 2 -mass $MassStory12;
element dispBeamColumn 42 43 73 5 7 2 -mass $MassStory22;
element dispBeamColumn 43 73 74 5 7 2 -mass $MassStory23;
element dispBeamColumn 44 74 44 5 7 2 -mass $MassStory22;
element dispBeamColumn 45 44 45 5 9 2 -mass $MassStory21;
element dispBeamColumn 46 45 75 5 7 2 -mass $MassStory22;
element dispBeamColumn 47 75 76 5 7 2 -mass $MassStory23;
element dispBeamColumn 48 76 46 5 7 2 -mass $MassStory22;
element dispBeamColumn 49 46 47 5 9 2 -mass $MassStory21;
element dispBeamColumn 50 47 77 5 7 2 -mass $MassStory22;
element dispBeamColumn 51 77 78 5 7 2 -mass $MassStory23;
element dispBeamColumn 52 78 48 5 7 2 -mass $MassStory22;
element dispBeamColumn 53 49 79 5 7 2 -mass $MassStory32;
element dispBeamColumn 54 79 80 5 7 2 -mass $MassStory33;
element dispBeamColumn 55 80 50 5 7 2 -mass $MassStory32;
element dispBeamColumn 56 50 51 5 9 2 -mass $MassStory31;
element dispBeamColumn 57 51 81 5 7 2 -mass $MassStory32;
element dispBeamColumn 58 81 82 5 7 2 -mass $MassStory33;
element dispBeamColumn 59 82 52 5 7 2 -mass $MassStory32;
element dispBeamColumn 60 52 53 5 9 2 -mass $MassStory31;
element dispBeamColumn 61 53 83 5 7 2 -mass $MassStory32;
element dispBeamColumn 62 83 84 5 7 2 -mass $MassStory33;
element dispBeamColumn 63 84 54 5 7 2 -mass $MassStory32;
element dispBeamColumn 64 55 85 5 6 2 -mass $MassStory42;
element dispBeamColumn 65 85 86 5 6 2 -mass $MassStory43;
element dispBeamColumn 66 86 56 5 6 2 -mass $MassStory42;
element dispBeamColumn 67 56 57 5 8 2 -mass $MassStory41;
element dispBeamColumn 68 57 87 5 6 2 -mass $MassStory42;
element dispBeamColumn 69 87 88 5 6 2 -mass $MassStory43;
element dispBeamColumn 70 88 58 5 6 2 -mass $MassStory42;
element dispBeamColumn 71 58 59 5 8 2 -mass $MassStory41;
element dispBeamColumn 72 59 89 5 6 2 -mass $MassStory42;
element dispBeamColumn 73 89 90 5 6 2 -mass $MassStory43;
element dispBeamColumn 74 90 60 5 6 2 -mass $MassStory42;
element dispBeamColumn 75 61 91 5 5 2 -mass $MassRoof2;
element dispBeamColumn 76 91 92 5 5 2 -mass $MassRoof3;
element dispBeamColumn 77 92 62 5 5 2 -mass $MassRoof2;
element dispBeamColumn 78 62 63 5 7 2 -mass $MassRoof1;
element dispBeamColumn 79 63 93 5 5 2 -mass $MassRoof2;
element dispBeamColumn 80 93 94 5 5 2 -mass $MassRoof3;
element dispBeamColumn 81 94 64 5 5 2 -mass $MassRoof2;
element dispBeamColumn 82 64 65 5 7 2 -mass $MassRoof1;
element dispBeamColumn 83 65 95 5 5 2 -mass $MassRoof2;
element dispBeamColumn 84 95 96 5 5 2 -mass $MassRoof3;
element dispBeamColumn 85 96 66 5 5 2 -mass $MassRoof2;
puts "end of element beam"

#----------- Define Braces ------------
set MBrace1 [expr $ABrace1*$Rsteel]
set MBrace2 [expr $ABrace2*$Rsteel]
set MBrace3 [expr $ABrace3*$Rsteel]
set MBrace4 [expr $ABrace4*$Rsteel]

# Element "brace ": eleTag NodeI NodeJ NIP secTag geoTranTag
element dispBeamColumn 86 1 67 5 13 3 -mass $MBrace4;
element dispBeamColumn 87 2 68 5 13 3 -mass $MBrace4;
element dispBeamColumn 88 3 69 5 13 3 -mass $MBrace4;
element dispBeamColumn 89 4 70 5 13 3 -mass $MBrace4;
element dispBeamColumn 90 5 71 5 13 3 -mass $MBrace4;
element dispBeamColumn 91 6 72 5 13 3 -mass $MBrace4;
element dispBeamColumn 92 7777 73 5 13 3 -mass $MBrace4;
element dispBeamColumn 93 8888 74 5 13 3 -mass $MBrace4;
element dispBeamColumn 94 99 75 5 13 3 -mass $MBrace4;
element dispBeamColumn 95 110 76 5 13 3 -mass $MBrace4;
element dispBeamColumn 96 111 77 5 13 3 -mass $MBrace4;
element dispBeamColumn 97 112 78 5 13 3 -mass $MBrace4;
element dispBeamColumn 98 113 79 5 13 3 -mass $MBrace4;
element dispBeamColumn 99 114 80 5 13 3 -mass $MBrace4;
element dispBeamColumn 100 115 81 5 13 3 -mass $MBrace4;
element dispBeamColumn 101 116 82 5 13 3 -mass $MBrace4;
element dispBeamColumn 102 117 83 5 13 3 -mass $MBrace4;
element dispBeamColumn 103 118 84 5 13 3 -mass $MBrace4;
element dispBeamColumn 104 119 85 5 11 3 -mass $MBrace2;
element dispBeamColumn 105 220 86 5 11 3 -mass $MBrace2;
element dispBeamColumn 106 221 87 5 11 3 -mass $MBrace2;
element dispBeamColumn 107 222 88 5 11 3 -mass $MBrace2;
element dispBeamColumn 108 223 89 5 11 3 -mass $MBrace2;
element dispBeamColumn 109 224 90 5 11 3 -mass $MBrace2;
element dispBeamColumn 110 225 91 5 10 3 -mass $MBrace1;
element dispBeamColumn 111 226 92 5 10 3 -mass $MBrace1;
element dispBeamColumn 112 227 93 5 10 3 -mass $MBrace1;
element dispBeamColumn 113 228 94 5 10 3 -mass $MBrace1;
element dispBeamColumn 114 229 95 5 10 3 -mass $MBrace1;
element dispBeamColumn 115 330 96 5 10 3 -mass $MBrace1;
puts "end of element brace"


recorder display shape 400 10 600 600 -wipe
vup 0 1 0
vpn 0 0 1
prp 0 0 500
vrp 15.0 5.0 0.0
viewWindow -20.0 20.0 -20.0 20.0
display 1 2 150


#-------- Define Loads ---------

set WzFloor1 -[expr ($DL+$LL)*$g*$L1]
set WzFloor2 -[expr ($DL+$LL)*$g*$L2]
set WzFloor3 -[expr ($DL+$LL)*$g*$L3]
set WzRoof1 -[expr ($DLRoof+$LLRoof)*$g*$L1]
set WzRoof2 -[expr ($DLRoof+$LLRoof)*$g*$L2]
set WzRoof3 -[expr ($DLRoof+$LLRoof)*$g*$L3]

#set Gload "Series -dt .01 -filePath Vl.txt"
pattern Plain 1 "Linear -factor 0.2" {

eleLoad -ele 34 38 45 49 56 60 67 71 -type -beamUniform $WzFloor1
eleLoad -ele 31 33 35 37 39 41 42 44 46 48 50 52 53 55 57 59 61 63 64 66 68 70 72 74 -type -beamUniform $WzFloor2
eleLoad -ele 32 36 40 43 47 51 54 58 62 65 69 73 -type -beamUniform $WzFloor3
eleLoad -ele 78 82 -type -beamUniform $WzRoof1
eleLoad -ele 75 77 79 81 83 85 -type -beamUniform $WzRoof2
eleLoad -ele 76 80 84 -type -beamUniform $WzRoof3

}

recorder Element -file Col3.txt -time -ele 2 globalForce
recorder Element -file Col4.txt -time -ele 3 globalForce
recorder Element -file Col5.txt -time -ele 4 globalForce

source Period_Ferequency.tcl
Period_Ferequency 3


puts " "
puts " "
puts "*********************************************************"
puts "*************** Model Built Succesfully **************"
puts "*********************************************************"
puts " "
puts " "


constraints Transformation ;
numberer RCM ;
system SparseGeneral ;
test EnergyIncr 1e-7 25 ;
algorithm ModifiedNewton ;
integrator LoadControl .01 ;
analysis Static ;
analyze 500 ;

puts "*************** Static analysis 1 Built Succesfully **************"

pattern Plain 2 "Rectangular 5 7 -factor 1 " {

eleLoad -ele 34 38 45 49 56 60 67 71 -type -beamUniform $WzFloor1
eleLoad -ele 31 33 35 37 39 41 42 44 46 48 50 52 53 55 57 59 61 63 64 66 68 70 72 74 -type -beamUniform $WzFloor2
eleLoad -ele 32 36 40 43 47 51 54 58 62 65 69 73 -type -beamUniform $WzFloor3
eleLoad -ele 78 82 -type -beamUniform $WzRoof1
eleLoad -ele 75 77 79 81 83 85 -type -beamUniform $WzRoof2
eleLoad -ele 76 80 84 -type -beamUniform $WzRoof3


}
loadConst ;
constraints Transformation ;
numberer RCM ;
system SparseGeneral ;
test EnergyIncr 1e-7 25 ;
algorithm ModifiedNewton ;
integrator LoadControl .01 ;
analysis Static ;
analyze 200 ;

puts "*************** Static analysis 2 Built Succesfully **************"

set accelSeries "Series -dt $dt -filePath Elcentro-180_PGA=0.313g-dt0-01-pnt4000.txt -factor [expr $Factor*9.81]"
pattern UniformExcitation 3 1 -accel $accelSeries

remove element $RemovedEle1
remove element $RemovedEle2

constraints Transformation ;
numberer RCM ;
system SparseGeneral ;
test EnergyIncr 1e-3 25 0 ;
algorithm ModifiedNewton ;
integrator Newmark 0.5 0.25 ;
analysis Transient ;
analyze 4000 0.01 ;


puts "* Time History Analysis Have Been Performed Succesfully *"



and this is the warning:


WARNING: CTestEnergyIncr::test() - failed to converge
after: 25 iterations
ModifiedNewton::solveCurrentStep() -the ConvergenceTest object failed in test()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 9.54
OpenSees > analyze failed, returned: -3 error flag
* Time History Analysis Have Been Performed Succesfully *
---------------------------------------------------------------------------
End of script <C:\Users\pc\Desktop\5story-hinged> reached, Press any key to continue



thanks in advance

[mhscott]

You need to give ModifiedNewton more than 25 iterations in order to converge.

[yas]

thanks dear mhscott
how many iterations do you suggest?I gave 100 iterations but It does,nt converge !

[mhscott]

Try another algorithm, e.g., algorithm KrylovNewton, and/or stick with smaller time steps

[naviddehghannajm]

Hello Dear all
I have a convergency problem in my model.when i use NormUnbalance test technique opensees get an error but when i use EnergyIncr test technique, opensees don't have problem with my code.what's the matter?

[engeghtedaei]

hi i have similar problem.i think effect of p-delta creat eroor in my project.i use LeaningCol for the effect pdelta.when i deleat LeaningCol my problem salved,but period changes.can i use difrent metod to solve problem without del LeaningCol?
my proj is modeling PanelZone_5Story to CALK correct moment frame period with analyze pushover.tanks

[brag006]

you need to post the error so someone can help you.