I want to modal a portal frame with shear deformation.i use the model of nonlinearBeamColumn and add a Uniaxial-Material to fiber section with aggregrator command.but whether i add the Uniaxial-Material the diagram of shear stress-shear strain is linear all the same.
How can I get nonlinear results and diagrams?who can help me ?
thanks very much ahead of time !
here is my code :
# ____________ _
# | |
# | |
# | | 4.5m
# | |
# | | _
# === ===
# | 6m |
#
wipe
# comment out one of lines
# set analysis "NONLINEAR"
set type "NLBC"
# set type "mydispBC"
# set type "BWH"
# Define the model builder
model BasicBuilder -ndm 2 -ndf 3
# set division number for beam and column
set beamdiv 1
set coldiv 1
#set subbeamlen [expr 6.0/$beamdiv]
#set subcollen [expr 2.0/$coldiv]
# Define nodes
# tag X Y
node 1 0.0 0.0
node 2 6.0 0.0
node 3 0.0 4.5
node 4 6.0 4.5
# Single point constraints
# node DX DY RZ
fix 1 1 1 1
fix 2 1 1 1
# Define materials
set fcCover -26000.0
set fcuCover 0.0
set fcCore [expr 1.1*$fcCover]
set fcuCore [expr 0.2*$fcCore]
set fy 388000.0
set Es 2.0e8
set E 3.236e7
set epscCover [expr $fcCover*2.0/$E]
set epscCore [expr 1.1*$epscCover]
set ft [expr -0.1*$fcCover]
set Ets [expr 0.125*$E]
# Cover concrete
# tag -f'c -epsco -f'cu -epscu
uniaxialMaterial Concrete02 1 $fcCover $epscCover $fcuCover -0.004 0.05 $ft $Ets
# Core concrete
uniaxialMaterial Concrete02 2 $fcCore $epscCore $fcuCore -0.011 0.05 $ft $Ets
# Steel model
# tag fy E b
uniaxialMaterial Steel02 3 $fy $Es 0.01 18.5 0.925 0.15
# uniaxialMaterial Steel02 4 38 1 0.01 18.5 0.925 0.15
uniaxialMaterial Hysteretic 4 15000 0.00001 20000 0.00003 30000 0.00004 -15000 -0.00001 -20000 -0.00003 -30000 -0.00004 0.5 0.5 0.9 0.9 0.0
set beamWidth 0.3
set beamDepth 0.75
# //////////////////////////////////////////////////////////
# note: in newest code, Colcover is no less than 30 mm
# (so perhaps here should has a revision)
# //////////////////////////////////////////////////////////
set cover 0.025
set y1 [expr $beamDepth/2.0]
set z1 [expr $beamWidth/2.0]
set r1 0.009
set r2 0.01
# //////////////////////////////////////////////////////
# note: in 2D, bending is about the local Z-axis!
# //////////////////////////////////////////////////////
# Girder section
section fiberSec 1 {
patch rect 2 12 1 [expr $cover-$y1] [expr $cover-$z1] [expr $y1-$cover] [expr $z1-$cover]
patch rect 1 14 1 -$y1 [expr $z1-$cover] $y1 $z1
patch rect 1 14 1 -$y1 -$z1 $y1 [expr $cover-$z1]
patch rect 1 2 1 -$y1 [expr $cover-$z1] [expr $cover-$y1] [expr $z1-$cover]
patch rect 1 2 1 [expr $y1-$cover] [expr $cover-$z1] $y1 [expr $z1-$cover]
layer straight 3 3 274.4e-6 [expr $y1-$cover-$r2] [expr $z1-$cover-$r1] [expr $y1-$cover-$r2] [expr $cover-$z1+$r1]
layer straight 3 2 314.2e-6 [expr $cover-$y1+$r2] [expr $z1-$cover-$r2] [expr $cover-$y1+$r2] [expr $cover-$z1+$r2]
}
section fiberSec 2 {
patch rect 2 12 1 [expr $cover-$y1] [expr $cover-$z1] [expr $y1-$cover] [expr $z1-$cover]
patch rect 1 14 1 -$y1 [expr $z1-$cover] $y1 $z1
patch rect 1 14 1 -$y1 -$z1 $y1 [expr $cover-$z1]
patch rect 1 2 1 -$y1 [expr $cover-$z1] [expr $cover-$y1] [expr $z1-$cover]
patch rect 1 2 1 [expr $y1-$cover] [expr $cover-$z1] $y1 [expr $z1-$cover]
layer straight 3 2 254.5e-6 [expr $y1-$cover-$r1] [expr $z1-$cover-$r1] [expr $y1-$cover-$r1] [expr $cover-$z1+$r1]
layer straight 3 2 314.2e-6 [expr $cover-$y1+$r2] [expr $z1-$cover-$r2] [expr $cover-$y1+$r2] [expr $cover-$z1+$r2]
}
set colWidth 0.45
set colDepth 0.5
set y2 [expr $colDepth / 2.0]
set z2 [expr $colWidth / 2.0]
# Column section
section fiberSec 3 {
patch rect 2 12 1 [expr $cover-$y2] [expr $cover-$z2] [expr $y2-$cover] [expr $z2-$cover]
patch rect 1 14 1 -$y2 [expr $z2-$cover] $y2 $z2
patch rect 1 14 1 -$y2 -$z2 $y2 [expr $cover-$z2]
patch rect 1 2 1 -$y2 [expr $cover-$z2] [expr $cover-$y2] [expr $z2-$cover]
patch rect 1 2 1 [expr $y2-$cover] [expr $cover-$z2] $y2 [expr $z2-$cover]
layer straight 3 4 254.5e-6 [expr $y2-$cover-$r1] [expr $z2-$cover-$r1] [expr $y2-$cover-$r1] [expr $cover-$z2+$r1]
layer straight 3 2 254.5e-6 [expr ($y2-$cover-$r1)*1.0/3.0] [expr $z2-$cover-$r1] [expr ($y2-$cover-$r1)*1.0/3.0] [expr $cover-$z2+$r1]
layer straight 3 2 254.5e-6 [expr ($y2-$cover-$r1)*(-1.0)/3.0] [expr $z2-$cover-$r1] [expr ($y2-$cover-$r1)*(-1.0)/3.0] [expr $cover-$z2+$r1]
layer straight 3 4 254.5e-6 [expr $cover-$y2+$r1] [expr $z2-$cover-$r1] [expr $cover-$y2+$r1] [expr $cover-$z2+$r1]
}
set Iz1 [expr $beamWidth*pow($beamDepth,3)/12.0]
set Iz2 [expr $colWidth*pow($colDepth,3)/12.0]
set A1 [expr 0.3*0.75]
set A2 [expr 0.45*0.5]
#set beamrho [expr 25.0*$A1/9.81+5.083]
#set colrho [expr 25.0*$A2/9.81]
#set beamratio [expr 1.0*0.75]
#set colratio [expr 1.0*0.5]
#uniaxialMaterial Elastic 5 Iz2 # define elastic torsional stiffness
section Aggregator 4 4 Vy -section 3
# Geometric transformation
geomTransf Linear 1
# Number of integration points
set colnP 5
set beamnP 5
# Define elements
# tag ndI ndJ nPts secID transf mass iter
element nonlinearBeamColumn 1 3 4 $beamnP -sections 1 1 2 1 1 1
element nonlinearBeamColumn 2 1 3 $colnP -sections 4 4 4 4 4 1
element nonlinearBeamColumn 3 2 4 $colnP -sections 4 4 4 4 4 1
set m1 [expr (25.0*$A2*4.5+(25.0*$A1+5.083*9.81)*6.0)/2.0/9.81]
mass 3 $m1 $m1 0.0
mass 4 $m1 $m1 0.0
# ///////////////////////////////////////////////////////////////////
# Mode analysis for determine rayleigh damping matrix
# ///////////////////////////////////////////////////////////////////
# Perform an eigenvalue analysis
puts "eigen values for Mode analysis: [eigen 2]"
# ///////////////////////////////////////////////////////////////////
# End of Mode analysis for determine rayleigh damping matrix
# ///////////////////////////////////////////////////////////////////
#}
# Create a Plain vertical load pattern with a Linear TimeSeries
pattern Plain 1 Linear {
# node FX FY MZ
load 3 0.0 -96.0 0.0
load 4 0.0 -96.0 0.0
eleLoad -range 1 1 -type -beamUniform -33.0
}
# Load control
integrator LoadControl 0.1
#integrator LoadControl 1 3 .2 1
# Convergence test
# tolerance maxIter displayCode
test NormDispIncr 1.0e-4 10 0
#test EnergyIncr 1.0e-10 50 0
# Solution algorithm
algorithm Newton
# DOF numberer
numberer RCM
# Cosntraint handler
constraints Plain
# System of equations solver
#system BandGeneral
system UmfPack
#system SparseGeneral -piv
# Create the analysis object
analysis Static
# initialize the model, done to set initial tangent
initialize
# perform the gravity load analysis, requires 10 steps to reach the load level
set gravityok [analyze 10]
#set gravityok [analyze 1]
if {$gravityok == 0} {
puts "Gravity load analysis completed SUCCESSFULLY";
} else {
puts "Gravity load analysis completed FAILED";
}
# Set the gravity loads to be constant & reset the time in the domain
loadConst -time 0.0
# Define dynamic loads
# --------------------
# Set some parameters
#set GM ElCentro
set GM Taft
#set GM USA00419
#set GM USA00676
#set GM USA00683
#set GM USA00818
set outFile record/${GM}.g3
set accelD9 6.174
if {$GM == "ElCentro"} {
set accel($GM) 3417.
} elseif {$GM == "Taft"} {
set accel($GM) 1527.
} elseif {$GM == "USA00419"} {
set accel($GM) -1435.
} elseif {$GM == "USA00676"} {
set accel($GM) 1956.
} elseif {$GM == "USA00683"} {
set accel($GM) -2207.
} elseif {$GM == "USA00818"} {
set accel($GM) 359.
}
set factor [expr $accelD9/abs($accel($GM))]
# Set time series to be passed to uniform excitation
set accelSeries "Path -filePath $outFile -dt 0.02 -factor $factor"
# Create UniformExcitation load pattern
# tag dir
pattern UniformExcitation 2 1 -accel $accelSeries
# set the rayleigh damping factors for nodes & elements
set omega1squared 5.77e+004
set omega2squared 1.79e+005
set omega1 [expr sqrt($omega1squared)]
set omega2 [expr sqrt($omega2squared)]
set pi [expr acos(-1.0)]
set period1 [expr 2.0*$pi/$omega1]
set period2 [expr 2.0*$pi/$omega2]
puts "//////////////////////////"
puts "period1 is $period1"
puts "period2 is $period2"
puts "//////////////////////////"
set a0 [expr 0.1*$omega1*$omega2/($omega1+$omega2)]
set a1 [expr 0.1/($omega1+$omega2)]
rayleigh $a0 0.0 0.0 $a1
# ----------------------------------------------------
# End of additional modelling for dynamic loads
# ----------------------------------------------------
# ---------------------------------------------------------
# Start of modifications to analysis for transient analysis
# ---------------------------------------------------------
# Delete the old analysis and all it's component objects
wipeAnalysis
# Create the system of equation, a banded general storage scheme
#system BandGeneral
system UmfPack
#system SparseGeneral -piv
# Create the constraint handler
constraints Plain
# Create the convergence test, the norm of the residual with a tolerance of
# 1e-4 and a max number of iterations of 10
test NormDispIncr 1.0e-4 10
#test EnergyIncr 1.0e-10 50 0
# Create the solution algorithm, a Newton-Raphson algorithm
algorithm Newton
# Create the DOF numberer, the reverse Cuthill-McKee algorithm
numberer RCM
# Create the integration scheme, the Newmark with alpha =0.5 and beta =.25
integrator Newmark 0.5 0.25
# Create the analysis object
analysis Transient
# ---------------------------------------------------------
# End of modifications to analysis for transient analysis
# ---------------------------------------------------------
# ------------------------------
# Start of recorder generation
# ------------------------------
set dir ${GM}/$type/${coldiv}coldiv
file mkdir $dir/disp $dir/force $dir/section
for {set i 1} {$i <=3} {incr i} {
file mkdir $dir/section/ele$i
}
# Create a recorder to monitor nodal displacements of top floor
recorder Node -file $dir/disp/node[expr 2*$coldiv+1].out -time -node [expr 2*$coldiv+1] -dof 1 2 3 disp
recorder Node -file $dir/disp/node[expr 2*$coldiv+$beamdiv+1].out -time -node [expr 2*$coldiv+$beamdiv+1] -dof 1 2 3 disp
# Create a recorder to monitor shear force at the base of first floor columns
recorder Element -file $dir/force/ele[expr $beamdiv+1]globalForce.out -time -ele [expr $beamdiv+1] globalForce
recorder Element -file $dir/force/ele[expr $beamdiv+1+$coldiv]globalForce.out -time -ele [expr $beamdiv+1+$coldiv] globalForce
# Create recorders to monitor section forces and deformations
# at the two ends of beam and column
set beamEndnP $beamnP
set colEndnP $colnP
for {set i 1} {$i <= 1} {incr i} {
file mkdir $dir/section/ele$i
for {set n 1} {$n <= $beamEndnP} {incr n} {
recorder Element -file $dir/section/ele$i/sec${n}Force+Def.out -time -ele $i section $n forceAndDeformation
}
}
for {set i 2} {$i <= 3} {incr i} {
file mkdir $dir/section/ele$i
for {set n 1} {$n <= $colEndnP} {incr n} {
recorder Element -file $dir/section/ele$i/sec${n}Force+Def.out -time -ele $i section $n forceAndDeformation
}
}
#foreach i [list 1 $beamdiv] nP [list 1 $beamEndnP] {
#recorder Element -file $dir/section/ele1/sec${nP}Force+Def.out -time -ele $i section $nP forceAndDeformation
#}
#recorder plot $dir/section/ele1/sec1Force+Def.out Ele1Sec1_MK 10 310 300 300 -columns 3 5
#recorder plot $dir/section/ele1/sec${nP}Force+Def.out Ele1Sec${nP}_MK 10 0 300 300 -columns 3 5
#recorder plot $dir/section/ele1/sec${nP}Force+Def.out Time 10 620 300 100 -columns 1 1
#foreach i [list [expr $beamdiv+1] [expr $beamdiv+$coldiv]] nP [list 1 $colEndnP] {
#recorder Element -file $dir/section/ele2/sec${nP}Force+Def.out -time -ele $i section $nP forceAndDeformation
#}
#foreach i [list [expr $beamdiv+1+$coldiv] [expr $beamdiv+2*$coldiv]] nP [list 1 $colEndnP] {
#recorder Element -file $dir/section/ele3/sec${nP}Force+Def.out -time -ele $i section $nP forceAndDeformation
#}
# Create recorders to monitor fiber stressStrain relations
# of tensile steel material at the two ends of beam and column
# Beam section -- fiber streeStrain
foreach i [list 1 $beamdiv] nP [list 1 $beamEndnP] {
recorder Element -file $dir/section/ele1/sec${nP}TopSstressStrain.out -time -ele $i section $nP fiber [expr $y1-$cover-$r2] 0.0 stressStrain
recorder Element -file $dir/section/ele1/sec${nP}BotSstressStrain.out -time -ele $i section $nP fiber [expr $cover-$y1+$r2] 0.0 stressStrain
}
# Column section -- fiber streeStrain
foreach i [list [expr $beamdiv+1] [expr $beamdiv+$coldiv]] nP [list 1 $colEndnP] {
recorder Element -file $dir/section/ele2/sec${nP}LefSstressStrain.out -time -ele $i section $nP fiber [expr $y2-$cover-$r1] 0.0 stressStrain
recorder Element -file $dir/section/ele2/sec${nP}RigSstressStrain.out -time -ele $i section $nP fiber [expr $cover-$y2+$r1] 0.0 stressStrain
}
foreach i [list [expr $beamdiv+1+$coldiv] [expr $beamdiv+2*$coldiv]] nP [list 1 $colEndnP] {
recorder Element -file $dir/section/ele3/sec${nP}LefSstressStrain.out -time -ele $i section $nP fiber [expr $y2-$cover-$r1] 0.0 stressStrain
recorder Element -file $dir/section/ele3/sec${nP}RigSstressStrain.out -time -ele $i section $nP fiber [expr $cover-$y2+$r1] 0.0 stressStrain
}
# Create recorders to monitor fiber stressStrain relations
# of compressive edge concrete at the two ends of beam and column
# Beam section -- fiber streeStrain
foreach i [list 1 $beamdiv] nP [list 1 $beamEndnP] {
recorder Element -file $dir/section/ele1/sec${nP}TopECstressStrain.out -time -ele $i section $nP fiber $y1 0.0 stressStrain
recorder Element -file $dir/section/ele1/sec${nP}BotECstressStrain.out -time -ele $i section $nP fiber -$y1 0.0 stressStrain
}
# Column section -- fiber streeStrain
foreach i [list [expr $beamdiv+1] [expr $beamdiv+$coldiv]] nP [list 1 $colEndnP] {
recorder Element -file $dir/section/ele2/sec${nP}LefECstressStrain.out -time -ele $i section $nP fiber $y2 0.0 stressStrain
recorder Element -file $dir/section/ele2/sec${nP}RigECstressStrain.out -time -ele $i section $nP fiber -$y2 0.0 stressStrain
}
foreach i [list [expr $beamdiv+1+$coldiv] [expr $beamdiv+2*$coldiv]] nP [list 1 $colEndnP] {
recorder Element -file $dir/section/ele3/sec${nP}LefECstressStrain.out -time -ele $i section $nP fiber $y2 0.0 stressStrain
recorder Element -file $dir/section/ele3/sec${nP}RigECstressStrain.out -time -ele $i section $nP fiber -$y2 0.0 stressStrain
}
# --------------------------------
# End of recorder generation
# ---------------------------------
# ------------------------------
# Finally perform the analysis
# ------------------------------
# set some variables
set tFinal [expr 2000 * 0.01]
set tCurrent [getTime]
set ok 0
# Perform the transient analysis
while {$ok == 0 && $tCurrent < $tFinal} {
set ok [analyze 1 .01]
# if the analysis fails try initial tangent iteration
if {$ok != 0} {
puts "regular newton failed .. lets try an initail stiffness for this step"
test NormDispIncr 1.0e-4 100 0
#test EnergyIncr 1.0e-10 500 0
algorithm ModifiedNewton -initial
set ok [analyze 1 .01]
if {$ok == 0} {puts "that worked .. back to regular newton"}
test NormDispIncr 1.0e-4 10
#test EnergyIncr 1.0e-10 50 0
algorithm Newton
}
set tCurrent [getTime]
}
# Print a message to indicate if analysis succesfull or not
if {$ok == 0} {
puts "Transient analysis completed SUCCESSFULLY";
} else {
puts "Transient analysis completed FAILED";
}
wipe