hi
What is the problem in the following model?
thanks all
wipe
#unit N-m-s
file mkdir ddd
set txt [open ddd/d3.txt w+]
puts $txt
set pi [expr 4*atan(1)]
puts $pi
model basic -ndm 2 -ndf 3
set h 3.9624
set x 9.144
node 1 0. 0.
node 2 0. $h
node 3 0. [expr 2*$h]
node 4 0. [expr 3*$h]
node 5 $x 0.
node 6 $x $h
node 7 $x [expr 2*$h]
node 8 $x [expr 3*$h]
node 9 [expr $x/2] $h
node 10 [expr $x/2] [expr 2*$h]
node 11 [expr $x/2] [expr 3*$h]
#hinge
node 100 0. 0.
node 200 0. $h
node 300 0. [expr 2*$h]
node 400 0. [expr 3*$h]
node 500 $x 0.
node 600 $x $h
node 700 $x [expr 2*$h]
node 800 $x [expr 3*$h]
node 900 [expr $x/2] $h
node 1000 [expr $x/2] [expr 2*$h]
node 1100 [expr $x/2] [expr 3*$h]
node 901 [expr $x/2] $h
node 1001 [expr $x/2] [expr 2*$h]
node 1101 [expr $x/2] [expr 3*$h]
#node SMA
node 12 4.28634 3.714834
node 13 4.85766 3.714834
node 14 4.31815 [expr $h+3.73258]
node 15 4.8259 [expr $h+3.73258]
node 16 4.31809 [expr 2*$h+3.74233]
node 17 4.82592 [expr 2*$h+3.74233]
puts [expr 2*$h+3.74233]
fix 1 1 1 1
fix 5 1 1 1
equalDOF 1 100 1 2
equalDOF 2 200 1 2
equalDOF 3 300 1 2
equalDOF 4 400 1 2
equalDOF 5 500 1 2
equalDOF 6 600 1 2
equalDOF 7 700 1 2
equalDOF 8 800 1 2
equalDOF 9 900 1 2
equalDOF 9 901 1 2
equalDOF 10 1000 1 2
equalDOF 10 1001 1 2
equalDOF 11 1100 1 2
equalDOF 11 1101 1 2
#Diaphragm rigid
equalDOF 2 9 1 2
equalDOF 2 6 1 2
equalDOF 3 10 1 2
equalDOF 3 7 1 2
equalDOF 4 11 1 2
equalDOF 4 8 1 2
set TranfTag 1
geomTransf PDelta $TranfTag
set materialcol 1
set materialbeam 2
set materialbrace 3
uniaxialMaterial Steel01 $materialcol 345.e5 200000.e5 0.01
uniaxialMaterial Steel01 $materialbeam 345.e5 200000.e5 0.01
uniaxialMaterial Steel01 $materialbrace 250.e5 200000.e5 0.01
uniaxialMaterial SMA 4 27579.e5 3.5e-2 414.e5 550.e5 390.e5 200.e5
source Wsection.tcl
#W 12*96-col
Wsection 1 $materialcol 0.3226 0.3099 0.0229 0.014 13 5 13 5
#W 14*48-beam
Wsection 2 $materialbeam 0.3505 0.204 0.0151 8.636e-3 13 5 13 5
#brace-steel
source HSSsection.tcl
HSSsection 3 $materialbrace 0.2032 .0118 13 5 13 5
HSSsection 4 $materialbrace 0.1524 8.865e-3 13 5 13 5
HSSsection 5 $materialbrace 0.1016 0.0118 13 5 13 5
HSSsection 6 $materialbrace 0.127 0.0118 13 5 13 5
section Fiber 7 {
patch circ 4 13 5 0 0 0.0 0.033 0 360
}
section Fiber 8 {
patch circ 4 13 5 0 0 0.0 0.030 0 360
}
section Fiber 9 {
patch circ 4 13 5 0 0 0.0 0.0232 0 360
}
#col
element nonlinearBeamColumn 1 1 2 5 1 $TranfTag
element nonlinearBeamColumn 2 2 3 5 1 $TranfTag
element nonlinearBeamColumn 3 3 4 5 1 $TranfTag
element nonlinearBeamColumn 4 5 6 5 1 $TranfTag
element nonlinearBeamColumn 5 6 7 5 1 $TranfTag
element nonlinearBeamColumn 6 7 8 5 1 $TranfTag
#beam
element nonlinearBeamColumn 7 200 9 5 2 $TranfTag
element nonlinearBeamColumn 8 9 600 5 2 $TranfTag
element nonlinearBeamColumn 9 300 10 5 2 $TranfTag
element nonlinearBeamColumn 10 10 700 5 2 $TranfTag
element nonlinearBeamColumn 11 400 11 5 2 $TranfTag
element nonlinearBeamColumn 12 11 800 5 2 $TranfTag
#brace
element nonlinearBeamColumn 13 100 12 5 4 $TranfTag
element nonlinearBeamColumn 14 500 13 5 4 $TranfTag
element nonlinearBeamColumn 15 12 900 5 7 $TranfTag
element nonlinearBeamColumn 16 13 901 5 7 $TranfTag
element nonlinearBeamColumn 17 200 14 5 4 $TranfTag
element nonlinearBeamColumn 18 600 15 5 4 $TranfTag
element nonlinearBeamColumn 19 14 1000 5 8 $TranfTag
element nonlinearBeamColumn 20 15 1001 5 8 $TranfTag
element nonlinearBeamColumn 21 300 16 5 6 $TranfTag
element nonlinearBeamColumn 22 700 17 5 6 $TranfTag
element nonlinearBeamColumn 23 16 1100 5 9 $TranfTag
element nonlinearBeamColumn 24 17 1101 5 9 $TranfTag
rigidLink beam 100 12
rigidLink beam 500 13
rigidLink beam 200 14
rigidLink beam 600 15
rigidLink beam 300 16
rigidLink beam 700 17
#mass
mass 9 [expr 97480.62/4] 0.1 0.1
mass 10 [expr 97480.62/4] 0.1 0.1
mass 11 [expr 105468.88/4] 0.1 0.1
puts w=[eigen 4]
puts T1=[expr $pi*2/pow([lindex [eigen 4] 0 0],0.5)]
puts T2=[expr $pi*2/pow([lindex [eigen 4] 1 0],0.5)]
puts T3=[expr $pi*2/pow([lindex [eigen 4] 2 0],0.5)]
puts T4=[expr $pi*2/pow([lindex [eigen 4] 3 0],0.5)]
T6=[expr $pi*2/pow([lindex [eigen 6] 5 0],0.5)]
recorder Element -file ddd/E6SS.txt -time -ele 6 section 2 fiber 0.50 0.50 stressStrain
recorder Element -file ddd/E13SS.txt -time -ele 13 section 2 fiber 0.10 0.10 stressStrain
recorder Element -file ddd/E15SS.txt -time -ele 15 section 2 fiber 0.10 0.10 stressStrain
recorder Node -file ddd/n8dis.txt -time -node 8 -dof 1 2 disp
recorder Node -file ddd/n4dis.txt -time -node 4 -dof 1 2 disp
recorder Node -file ddd/n7dis.txt -time -node 7 -dof 1 2 disp
recorder Element -file ddd/ele13f.txt -time -ele 13 section 2 force
recorder Element -file ddd/ele13d.txt -time -ele 13 section 2 deformation
recorder Element -file ddd/ele13lf.txt -time -ele 13 localForce
recorder Node -file ddd/n900dis.txt -time -node 900 -dof 1 2 disp
recorder display DispShape 510 10 500 400 -wipe
vup 0 1 0
vpn 0 0 1
prp 2 1.50 10
display 1 5 1
#
pattern Plain 1 Linear {
#
eleLoad -ele 7 8 9 10 -type -beamUniform [expr -(112586.4/(1*9.144))]
eleLoad -ele 11 12 -type -beamUniform [expr -(96432./(1*9.144))]
}
#
#
##analysis gravity
constraints Plain
numberer Plain
system BandGeneral
test NormDispIncr 1.e-6 8
algorithm Linear
integrator LoadControl 0.1
analysis Static
analyze 10
loadConst -time 0.0;
puts "LOAD CONTROL ANALYSIS SUCCESSFUL:[getTime]"
set accel "Series -dt 0.01 -filePath la6-0.23g.txt -factor [expr 3*9.81]"
pattern UniformExcitation 2 1 -accel $accel
puts yes
#-------------------------------------------------------------------------------
#damping
set xDamp 0.05; # damping ratio
set MpropSwitch 1.0;
set KcurrSwitch 0.0;
set KcommSwitch 1.0;
set KinitSwitch 0.0;
set nEigenI 1; # mode 1
set nEigenJ 3; # mode 3
set lambdaN [eigen [expr $nEigenJ]]; # eigenvalue analysis for nEigenJ modes
set lambdaI [lindex $lambdaN [expr $nEigenI-1]]; # eigenvalue mode i
set lambdaJ [lindex $lambdaN [expr $nEigenJ-1]]; # eigenvalue mode j
set omegaI [expr pow($lambdaI,0.5)];
set omegaJ [expr pow($lambdaJ,0.5)];
set alphaM [expr $MpropSwitch*$xDamp*(2*$omegaI*$omegaJ)/($omegaI+$omegaJ)]; # M-prop. damping; D = alphaM*M
set betaKcurr [expr $KcurrSwitch*2.*$xDamp/($omegaI+$omegaJ)]; # current-K; +beatKcurr*KCurrent
set betaKcomm [expr $KcommSwitch*2.*$xDamp/($omegaI+$omegaJ)]; # last-committed K; +betaKcomm*KlastCommitt
set betaKinit [expr $KinitSwitch*2.*$xDamp/($omegaI+$omegaJ)]; # initial-K; +beatKinit*Kini
rayleigh $alphaM $betaKcurr $betaKinit $betaKcomm;
#-------------------------------------------------------------------------------
puts "groundmotion start!Time: [getTime]"
set dt 0.01
set TmaxAnalysis 40.
set nPt 4000
set deltaT 0.001
# define analysis objects and performe analysis
puts "Ground Motion Done. Start Time: [getTime]"
set tFinal [expr $dt*$nPt]; # maximum duration of ground-motion analysis
constraints Plain
numberer RCM
system BandGeneral
test NormDispIncr 1.0e-6 10
algorithm Newton
integrator Newmark 0.5 0.25
analysis Transient
set ok 0.0
set currentTime 0.0
while {$ok == 0 && $currentTime < $tFinal} {
set ok [analyze 1 $deltaT]
if {$ok != 0} {
test NormDispIncr 1e-4 2000
algorithm Newton -initial
set ok [analyze 1 $deltaT]
test NormDispIncr 1.0e-6 10
algorithm Newton
}
if {$ok != 0} {
test NormDispIncr 1.0e-6 200 1
algorithm NewtonLineSearch 0.8
set ok [analyze 1 $deltaT]
test NormDispIncr 1.0e-6 10
algorithm Newton
}
if {$ok != 0} {
test NormDispIncr 1.0e-4 2000
algorithm Newton -initialThenCurrent
set ok [analyze 1 $deltaT]
test NormDispIncr 1.0e-6 10
algorithm Newton
}
set currentTime [getTime]
}
puts "Ground Motion Done. End Time: [getTime]. tFinal: $tFinal."
#time history record
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0.001
0.008
0.002
-0.011
-0.016
-0.007
0.013
0.027
0.029
0.021
0.010
0.003
-0.001
-0.002
0.000
0.006
0.012
0.010
0.001
-0.012
-0.018
-0.013
0.000
0.013
0.016
0.010
0.001
-0.006
-0.008
-0.006
-0.004
problem converge
Moderators: silvia, selimgunay, Moderators
Re: problem converge
You need to tell people what the error is. You can expect people just to review your code for you.
Re: problem converge
I agree, some forethought as to what you think the problem is would be incredibly helpful if someone is going to run your code.
Re: problem converge
Why is not the end of the analysis?
do not draw Force-displacement curve?
do not draw Force-displacement curve?
Re: problem converge
Who told you opensees can draw a force-displacement curve? OpenSees has no pre or post processor built in.
Re: problem converge
Why is not the end of the analysis?
Re: problem converge
i don't understand your question