i want to run my model with different values of PGA so i input ALL of command and model in cycle with command for.when the first cycle finished and the second value of PGA start i got this error :node with tag 1 already exist in model warning failed to add node to model.
in analysis i didnt change the properties of node,element,section in cycles and only i would to change PGA so what i can do?
for solving this problem i use command wipe at the end of cycle to destroy my model at the end of each cycle but i cant succes !what can i do?
thanks alot
command for
Moderators: silvia, selimgunay, Moderators
i use this command later in first line program i send you the program .i should run more than 1000 analysis and i should use from FOR command.but i think the opensees cant delete previous data of model in each cycle.help me please
Code: Select all
# OpenSees model
#
# Units: ton, m, sec
# ----------------------------
# Start of model generation
# ----------------------------
# Create ModelBuilder with 3 dimensions and 6 DOF/node
model BasicBuilder -ndm 3 -ndf 6
# ---------------
# -----------------------------TYPE OF ANALYSIS----------------
#set ANALYSISS "LINEAR"; # /
set ANALYSISS "NONLINEAR"; # /
# --------------------------------------------------------------
# ============Define parameters
set fy 2.4e4 ; # Yield stress !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!
set E 2.1e7 ; # Young's modulus
set G 8.08e6; # Shear modulus
set bx 18.0; #diaphragm length
set by 15.0; #Diaphragm width
set h 3.3; #Model height
set PGA 0.5; #Maximum Eq acceleration per g
set pga 0.2557; #Maximum Eq acceleration of file per g
set m 18.96; #mass=weight/9.81
set em 0.0; #mass eccentricity
set landa 0.2;
set L 6 ; #length of brace
set Ib 1.21E-6; #moment of inertia of brace
set fp [expr (3.14*3.14*$E*$Ib)/($L*$L)]; #point 3 of hystertic in compression(force)
set slip [expr ($fp-(0.15*$fp))]; #total slip load
for {set SL 1} {$SL <= $slip} {incr SL 1} {
#some calculations
set Isymmet [expr $m*($bx*$bx+$by*$by)/12.0]; # symmetric floor moment of inertia
set eta [expr $em/($landa*$landa-$landa)];
set m1 [expr $m*$landa*(1+$eta)];
set m2 [expr $m*(1.0-2.0*$landa)];
set m3 [expr $m*$landa*(1.0-$eta)];
set a1 [expr ($landa*$landa*$bx*$bx+$by*$by)/12.0];
set b1 [expr ($bx/2.0-$landa*$bx/2.0-$em*$bx)*($bx/2.0-$landa*$bx/2.0-$em*$bx)];
set a2 [expr (($bx-2.0*$landa*$bx)*($bx-2.0*$landa*$bx)+$by*$by)/12.0];
set b2 [expr $em*$em*$bx*$bx];
set a3 [expr ($landa*$landa*$bx*$bx+$by*$by)/12.0];
set b3 [expr ($bx/2.0-$landa*$bx/2.0+$em*$bx)*($bx/2.0-$landa*$bx/2.0+$em*$bx)];
set Icm [expr $m1*($a1+$b1)+$m2*($a2+$b2)+$m3*($a3+$b3)]; # assymetric floor moment of inertia
#for brace
set A 7.57E-4; #area of brace
set dataDir ed-0SL$SL; # set up name of data directory
file mkdir $dataDir;
puts $SL
set dl [expr ($SL*$L)/($A*$E)]; #deformation of brace when slip
set hole .02; #hole of FD
set er 0.0; #error of this method
set ft [expr ($A * $fy)]; #point 3 of hystertic in tension (force)
set dtf [expr ($ft -$SL) * $L/($E*$A)];
set dtot [expr ($dl+$hole+$dtf)] ; #total displacement in tension
set dnf [expr ($fp -$SL) * $L/($E*$A)];
set dn [expr ($dl+$hole+$dnf)]; #total displacement in compression
wipe;
# =============Define geometry
#bottomn of columns points
node 1 [expr -$bx/2] [expr -$by/2] 0.0 #
node 2 [expr -$bx/6] [expr -$by/2] 0.0 #
node 3 [expr $bx/6] [expr -$by/2] 0.0 #
node 4 [expr $bx/2] [expr -$by/2] 0.0 #
node 5 [expr -$bx/2] [expr -$by/6] 0.0 #
node 6 [expr -$bx/6] [expr -$by/6] 0.0 #
node 7 [expr $bx/6] [expr -$by/6] 0.0 #
node 8 [expr $bx/2] [expr -$by/6] 0.0 #
node 9 [expr -$bx/2] [expr $by/6] 0.0 #
node 10 [expr -$bx/6] [expr $by/6] 0.0 #
node 11 [expr $bx/6] [expr $by/6] 0.0 #
node 12 [expr $bx/2] [expr $by/6] 0.0 #
node 13 [expr -$bx/2] [expr $by/2] 0.0 #
node 14 [expr -$bx/6] [expr $by/2] 0.0 #
node 15 [expr $bx/6] [expr $by/2] 0.0 #
node 16 [expr $bx/2] [expr $by/2] 0.0 #
#top of columns points
node 101 [expr -$bx/2] [expr -$by/2] $h #
node 102 [expr -$bx/6] [expr -$by/2] $h #
node 103 [expr $bx/6] [expr -$by/2] $h #
node 104 [expr $bx/2] [expr -$by/2] $h #
node 105 [expr -$bx/2] [expr -$by/6] $h #
node 106 [expr -$bx/6] [expr -$by/6] $h #
node 107 [expr $bx/6] [expr -$by/6] $h #
node 108 [expr $bx/2] [expr -$by/6] $h #
node 109 [expr -$bx/2] [expr $by/6] $h #
node 110 [expr -$bx/6] [expr $by/6] $h #
node 111 [expr $bx/6] [expr $by/6] $h #
node 112 [expr $bx/2] [expr $by/6] $h #
node 113 [expr -$bx/2] [expr $by/2] $h #
node 114 [expr -$bx/6] [expr $by/2] $h #
node 115 [expr $bx/6] [expr $by/2] $h #
node 116 [expr $bx/2] [expr $by/2] $h #
#master joint
node 500 [expr -$em*$bx] 0.0 [expr $h]
# Set base constraints
# tag DX DY DZ RX RY RZ
fix 1 1 1 1 1 1 1
fix 2 1 1 1 1 1 1
fix 3 1 1 1 1 1 1
fix 4 1 1 1 1 1 1
fix 5 1 1 1 1 1 1
fix 6 1 1 1 1 1 1
fix 7 1 1 1 1 1 1
fix 8 1 1 1 1 1 1
fix 9 1 1 1 1 1 1
fix 10 1 1 1 1 1 1
fix 11 1 1 1 1 1 1
fix 12 1 1 1 1 1 1
fix 13 1 1 1 1 1 1
fix 14 1 1 1 1 1 1
fix 15 1 1 1 1 1 1
fix 16 1 1 1 1 1 1
## Define rigid diaphragm multi-point constraints
# normalDir master slaves
rigidDiaphragm 3 500 101 102 103 104 105 106 107 108 109 110
rigidDiaphragm 3 500 111 112 113 114 115 116
# Constraints for rigid diaphragm master nodes
# tag DX DY DZ RX RY RZ
fix 500 0 0 1 1 1 0
#
puts $ANALYSISS
if {$ANALYSISS == "NONLINEAR"} {
#Defining material
uniaxialMaterial Steel01 1 $fy $E .02
#========================================
#------------------------------------------------------------------------------------
#COL 1 bbox,tfbox y
set dbox1 0.224; #box height /////////////// |
set bbox1 0.224; #box width // // |
set tfbox1 0.012; #box flange t // // |
set twbox1 0.012; #box web t // // dbox,twbox |
set nfdwbox1 10; #box web lenght cuts // // |--------z
set nftwbox1 3; #box web thickness cuts // //
set nfbfbox1 10; #box flange length cuts // //
set nftfbox1 3; #box flange thickness cuts ///////////////
#COL 2
set dbox2 0.224; #box height
set bbox2 0.224; #box width
set tfbox2 0.012; #box flange t
set twbox2 0.012; #box web t
set nfdwbox2 10; #box web lenght cuts
set nftwbox2 3; #box web thickness cuts
set nfbfbox2 10; #box flange length cuts
set nftfbox2 3; #box flange thickness cuts
#_________________________________FELAN NA!!!!!
#COL 3 !
set dbox3 0.224; #box height !
set bbox3 0.224; #box width !
set tfbox3 0.012; #box flange t !
set twbox3 0.012; #box web t !
set nfdwbox3 10; #box web lenght cuts !
set nftwbox3 3; #box web thickness cuts !
set nfbfbox3 10; #box flange length cuts !
set nftfbox3 3; #box flange thickness cuts !
# !
#COL 4 !
set dbox4 0.224; #box height !
set bbox4 0.224; #box width !
set tfbox4 0.012; #box flange t !
set twbox4 0.012; #box web t !
set nfdwbox4 10; #box web lenght cuts !
set nftwbox4 3; #box web thickness cuts !
set nfbfbox4 10; #box flange length cuts !
set nftfbox4 3; #box flange thickness cuts !
#__________________________________FELAN NA!!!!
source BOXsection.tcl
BOXsection 1 1 $dbox1 $bbox1 $tfbox1 $twbox1 $nfdwbox1 $nftwbox1 $nfbfbox1 $nftfbox1
BOXsection 2 1 $dbox2 $bbox2 $tfbox2 $twbox2 $nfdwbox2 $nftwbox2 $nfbfbox2 $nftfbox2
BOXsection 3 1 $dbox3 $bbox3 $tfbox3 $twbox3 $nfdwbox3 $nftwbox3 $nfbfbox3 $nftfbox3
BOXsection 4 1 $dbox4 $bbox4 $tfbox4 $twbox4 $nfdwbox4 $nftwbox4 $nfbfbox4 $nftfbox4
#---------------------------------------------------------------------------------------
#-------------------X BEAMS
# bfI,tfI
# BEAM1 1--------NO!!!!!!!! ////////////// \ y
set dI1 0.224; #I height // | |
set bfI1 0.20; #I flange width // | |
set tfI1 0.012; #I flange t // | |
set twI1 0.008; #I web t twI // \ dI |-------z
set nfdwI1 10; #I web lenght cuts // /
set nftwI1 3; #I web thickness cuts // |
set nfbfI1 10; #I flange length cuts // |
set nftfI1 3; #I flange thickness cuts ////////////// /
# BEAM 2----------NO!!!!!!!!!!
set dI2 0.224; #I height
set bfI2 0.20; #I flange width
set tfI2 0.012; #I flange t
set twI2 0.008; #I web t
set nfdwI2 10; #I web lenght cuts
set nftwI2 3; #I web thickness cuts
set nfbfI2 10; #I flange length cuts
set nftfI2 3; #I flange thickness cuts
#---------------------y BEAMS
# BEAM 3
set dI3 0.224; #I height
set bfI3 0.20; #I flange width
set tfI3 0.012; #I flange t
set twI3 0.008; #I web t
set nfdwI3 10; #I web lenght cuts
set nftwI3 3; #I web thickness cuts
set nfbfI3 10; #I flange length cuts
set nftfI3 3; #I flange thickness cuts
# BEAM 4
set dI4 0.224; #I height
set bfI4 0.20; #I flange width
set tfI4 0.012; #I flange t
set twI4 0.008; #I web t
set nfdwI4 10; #I web lenght cuts
set nftwI4 3; #I web thickness cuts
set nfbfI4 10; #I flange length cuts
set nftfI4 3; #I flange thickness cuts
source Isection.tcl
Isection 11 1 $dI1 $bfI1 $tfI1 $twI1 $nfdwI1 $nftwI1 $nfbfI1 $nftfI1
Isection 12 1 $dI2 $bfI2 $tfI2 $twI2 $nfdwI2 $nftwI2 $nfbfI2 $nftfI2
Isection 13 1 $dI3 $bfI3 $tfI3 $twI3 $nfdwI3 $nftwI3 $nfbfI3 $nftfI3
Isection 14 1 $dI4 $bfI4 $tfI4 $twI4 $nfdwI4 $nftwI4 $nfbfI4 $nftfI4
#------------------------------------------------------------------------------
# geometric transform
geomTransf Linear 1 1 0 0
geomTransf Linear 2 0 1 0
geomTransf Linear 3 1 0 0
#----------------------------------------------------------------------------
# Torsion and shear for columns
#COL1
set Am1 [expr ($dbox1-$tfbox1)*($bbox1-$twbox1)]
set Lm1 [expr 2.0*(($dbox1-$tfbox1)+($bbox1-$twbox1))]
set tave1 [expr ($tfbox1+$twbox1)/2.0]
set Jcol1 [expr 4.0*$Am1*$Am1*$tave1/$Lm1]
set GJcol1 [expr $Jcol1*$G]
set Ascoly1 [expr 2.0*$twbox1*$dbox1]
set Ascolz1 [expr 2.0*$tfbox1*$bbox1]
set GAcoly1 [expr $Ascoly1*$G]
set GAcolz1 [expr $Ascolz1*$G]
#COL2
set Am2 [expr ($dbox2-$tfbox2)*($bbox2-$twbox2)]
set Lm2 [expr 2.0*(($dbox2-$tfbox2)+($bbox2-$twbox2))]
set tave2 [expr ($tfbox2+$twbox2)/2.0]
set Jcol2 [expr 4.0*$Am2*$Am2*$tave2/$Lm2]
set GJcol2 [expr $Jcol2*$G]
set Ascoly2 [expr 2.0*$twbox2*$dbox2]
set Ascolz2 [expr 2.0*$tfbox2*$bbox2]
set GAcoly2 [expr $Ascoly2*$G]
set GAcolz2 [expr $Ascolz2*$G]
#_________________________________FELAN NA!!!!!
#COL3
set Am3 [expr ($dbox3-$tfbox3)*($bbox3-$twbox3)]
set Lm3 [expr 2.0*(($dbox3-$tfbox3)+($bbox3-$twbox3))]
set tave3 [expr ($tfbox3+$twbox3)/2.0]
set Jcol3 [expr 4.0*$Am3*$Am3*$tave3/$Lm3]
set GJcol3 [expr $Jcol3*$G]
set Ascoly3 [expr 2.0*$twbox3*$dbox3]
set Ascolz3 [expr 2.0*$tfbox3*$bbox3]
set GAcoly3 [expr $Ascoly3*$G]
set GAcolz3 [expr $Ascolz3*$G]
#COL4
set Am4 [expr ($dbox4-$tfbox4)*($bbox4-$twbox4)]
set Lm4 [expr 2.0*(($dbox4-$tfbox4)+($bbox4-$twbox4))]
set tave4 [expr ($tfbox4+$twbox4)/2.0]
set Jcol4 [expr 4.0*$Am4*$Am4*$tave4/$Lm4]
set GJcol4 [expr $Jcol4*$G]
set Ascoly4 [expr 2.0*$twbox4*$dbox4]
set Ascolz4 [expr 2.0*$tfbox4*$bbox4]
set GAcoly4 [expr $Ascoly4*$G]
set GAcolz4 [expr $Ascolz4*$G]
#_________________________________FELAN NA!!!!!
#uniaxialMaterial Elastic $matTag $E
uniaxialMaterial Elastic 2 $GJcol1
uniaxialMaterial Elastic 3 $GAcoly1
uniaxialMaterial Elastic 4 $GAcolz1
uniaxialMaterial Elastic 5 $GJcol2
uniaxialMaterial Elastic 6 $GAcoly2
uniaxialMaterial Elastic 7 $GAcolz2
uniaxialMaterial Elastic 8 $GJcol3
uniaxialMaterial Elastic 9 $GAcoly3
uniaxialMaterial Elastic 10 $GAcolz3
uniaxialMaterial Elastic 11 $GJcol4
uniaxialMaterial Elastic 12 $GAcoly4
uniaxialMaterial Elastic 13 $GAcolz4
#----------------------------------------------------------------------------
# Torsion and shear for beams
#---------------------------X BEAMS
#BEAM 1
set Jbeam1 [expr .3333*(($dI1-2.0*$tfI1)*$twI1*$twI1*$twI1+2.0*$bfI1*$tfI1*$tfI1*$tfI1)]
set GJbeam1 [expr $Jbeam1*$G]
set Asbeamy1 [expr $twI1*$dI1]
set Asbeamz1 [expr 1.6666*$bfI1*$tfI1]
set GAbeamy1 [expr $Asbeamy1*$G]
set GAbeamz1 [expr $Asbeamz1*$G]
#BEAM 2
set Jbeam2 [expr .3333*(($dI2-2.0*$tfI2)*$twI2*$twI2*$twI2+2.0*$bfI2*$tfI2*$tfI2*$tfI2)]
set GJbeam2 [expr $Jbeam2*$G]
set Asbeamy2 [expr $twI2*$dI2]
set Asbeamz2 [expr 1.6666*$bfI2*$tfI2]
set GAbeamy2 [expr $Asbeamy2*$G]
set GAbeamz2 [expr $Asbeamz2*$G]
#---------------------------y BEAMS
#BEAM 3
set Jbeam3 [expr .3333*(($dI3-2.0*$tfI3)*$twI3*$twI3*$twI3+2.0*$bfI3*$tfI3*$tfI3*$tfI3)]
set GJbeam3 [expr $Jbeam3*$G]
set Asbeamy3 [expr $twI3*$dI3]
set Asbeamz3 [expr 1.6666*$bfI3*$tfI3]
set GAbeamy3 [expr $Asbeamy3*$G]
set GAbeamz3 [expr $Asbeamz3*$G]
#BEAM 4
set Jbeam4 [expr .3333*(($dI4-2.0*$tfI4)*$twI4*$twI4*$twI4+2.0*$bfI4*$tfI4*$tfI4*$tfI4)]
set GJbeam4 [expr $Jbeam4*$G]
set Asbeamy4 [expr $twI4*$dI4]
set Asbeamz4 [expr 1.6666*$bfI4*$tfI4]
set GAbeamy4 [expr $Asbeamy4*$G]
set GAbeamz4 [expr $Asbeamz4*$G]
#uniaxialMaterial Elastic $matTag $E
uniaxialMaterial Elastic 22 $GJbeam1
uniaxialMaterial Elastic 23 $GAbeamy1
uniaxialMaterial Elastic 24 $GAbeamz1
uniaxialMaterial Elastic 25 $GJbeam2
uniaxialMaterial Elastic 26 $GAbeamy2
uniaxialMaterial Elastic 27 $GAbeamz2
uniaxialMaterial Elastic 28 $GJbeam3
uniaxialMaterial Elastic 29 $GAbeamy3
uniaxialMaterial Elastic 30 $GAbeamz3
uniaxialMaterial Elastic 31 $GJbeam4
uniaxialMaterial Elastic 32 $GAbeamy4
uniaxialMaterial Elastic 33 $GAbeamz4
#hystertic material
#uniaxialMaterial Hysteretic $matTag $s1p $e1p $s2p $e2p $s3p $e3p $s1n $e1n $s2n $e2n $s3n $e3n $pinchX $pinchY $damage1 $damage2
uniaxialMaterial Hysteretic 34 $SL $dl [expr ($SL+$er)] [expr ($dl+$hole)] $ft $dtot -$SL -$dl [expr -($SL+$er)] [expr -($dl+$hole)] [expr (-$fp)] [expr (-$dn)] 1 1 0 0;
#========================================
#section Aggregator $secTag $matTag1 $string1 $matTag2 $string2 ....... <-section $sectionTag>
#------------COLUMNS
section Aggregator 5 2 T 3 Vy 4 Vz -section 1
section Aggregator 6 5 T 6 Vy 7 Vz -section 2
#_________________________________FELAN NA!!!!
section Aggregator 7 8 T 9 Vy 10 Vz -section 3
section Aggregator 8 11 T 12 Vy 13 Vz -section 4
#_________________________________FELAN NA!!!!
#------------BEAMS
#------X BEAMS
section Aggregator 15 22 T 23 Vy 24 Vz -section 11
section Aggregator 16 25 T 26 Vy 27 Vz -section 12
#------Y BEAMS
section Aggregator 17 28 T 29 Vy 30 Vz -section 13
section Aggregator 18 31 T 32 Vy 33 Vz -section 14
#-------brace
#section Uniaxial $secTag $matTag $string
section Uniaxial 19 34 P
#========================================
#column element assignment
set npc 5
#element nonlinearBeamColumn $eleTag $iNode $jNode $numIntgrPts $secTag $transfTag <-mass $massDens> <-iter $maxIters $tol>
element nonlinearBeamColumn 1 1 101 $npc 5 1 -iter 10 1.0e-1
element nonlinearBeamColumn 2 2 102 $npc 5 1 -iter 10 1.0e-1
element nonlinearBeamColumn 3 3 103 $npc 6 1 -iter 10 1.0e-1
element nonlinearBeamColumn 4 4 104 $npc 6 1
element nonlinearBeamColumn 5 5 105 $npc 5 1 -iter 10 1.0e-1
element nonlinearBeamColumn 6 6 106 $npc 5 1 -iter 10 1.0e-1
element nonlinearBeamColumn 7 7 107 $npc 6 1 -iter 10 1.0e-1
element nonlinearBeamColumn 8 8 108 $npc 6 1
element nonlinearBeamColumn 9 9 109 $npc 5 1 -iter 10 1.0e-1
element nonlinearBeamColumn 10 10 110 $npc 5 1 -iter 10 1.0e-1
element nonlinearBeamColumn 11 11 111 $npc 6 1 -iter 10 1.0e-1
element nonlinearBeamColumn 12 12 112 $npc 6 1
element nonlinearBeamColumn 13 13 113 $npc 5 1 -iter 10 1.0e-1
element nonlinearBeamColumn 14 14 114 $npc 5 1 -iter 10 1.0e-1
element nonlinearBeamColumn 15 15 115 $npc 6 1 -iter 10 1.0e-1
element nonlinearBeamColumn 16 16 116 $npc 6 1
#
#x beam element assignment (for y asymmetry)
set npb 5
element nonlinearBeamColumn 101 101 102 $npb 15 2 -iter 10 1.0e-1
element nonlinearBeamColumn 102 102 103 $npb 15 2 -iter 10 1.0e-1
element nonlinearBeamColumn 103 103 104 $npb 15 2 -iter 10 1.0e-1
element nonlinearBeamColumn 104 105 106 $npb 15 2
element nonlinearBeamColumn 105 106 107 $npb 15 2 -iter 10 1.0e-1
element nonlinearBeamColumn 106 107 108 $npb 15 2 -iter 10 1.0e-1
element nonlinearBeamColumn 107 109 110 $npb 16 2 -iter 10 1.0e-1
element nonlinearBeamColumn 108 110 111 $npb 16 2
element nonlinearBeamColumn 109 111 112 $npb 16 2 -iter 10 1.0e-1
element nonlinearBeamColumn 110 113 114 $npb 16 2 -iter 10 1.0e-1
element nonlinearBeamColumn 111 114 115 $npb 16 2 -iter 10 1.0e-1
element nonlinearBeamColumn 112 115 116 $npb 16 2
#
#y beam element assignment (for x asymmetry)
#
element nonlinearBeamColumn 121 101 105 $npb 17 3 -iter 10 1.0e-1
element nonlinearBeamColumn 122 105 109 $npb 17 3 -iter 10 1.0e-1
element nonlinearBeamColumn 123 109 113 $npb 17 3 -iter 10 1.0e-1
element nonlinearBeamColumn 124 102 106 $npb 17 3
element nonlinearBeamColumn 125 106 110 $npb 17 3 -iter 10 1.0e-1
element nonlinearBeamColumn 126 110 114 $npb 17 3 -iter 10 1.0e-1
element nonlinearBeamColumn 127 103 107 $npb 18 3 -iter 10 1.0e-1
element nonlinearBeamColumn 128 107 111 $npb 18 3
element nonlinearBeamColumn 129 111 115 $npb 18 3 -iter 10 1.0e-1
element nonlinearBeamColumn 130 104 108 $npb 18 3 -iter 10 1.0e-1
element nonlinearBeamColumn 131 108 112 $npb 18 3 -iter 10 1.0e-1
element nonlinearBeamColumn 132 112 116 $npb 18 3
#element truss $eleTag $iNode $jNode $secTag
element truss 133 1 105 19
element truss 134 2 106 19
element truss 135 3 107 19
element truss 136 4 108 19
element truss 137 5 109 19
element truss 138 6 110 19
element truss 139 7 111 19
element truss 140 8 112 19
element truss 141 9 113 19
element truss 142 10 114 19
element truss 143 11 115 19
element truss 144 12 116 19
#
} else {
# col 1
set Acol1 1.02e-2
set Icolz1 7.647e-5
set Icoly1 7.647e-5
set Jcol1 1.143e-4
# col 2
set Acol2 1.02e-2
set Icolz2 7.647e-5
set Icoly2 7.647e-5
set Jcol2 1.143e-4
# col 3
set Acol3 1.02e-2
set Icolz3 7.647e-5
set Icoly3 7.647e-5
set Jcol3 1.143e-4
# col 4
set Acol4 1.02e-2
set Icolz4 7.647e-5
set Icoly4 7.647e-5
set Jcol4 1.143e-4
#
# Beam 1
set Abeam1 6.4e-3
set Ibeamz1 5.932e-5
set Ibeamy1 1.601e-5
set Jbeam1 2.55e-7
# Beam 2
set Abeam2 6.4e-3
set Ibeamz2 5.932e-5
set Ibeamy2 1.601e-5
set Jbeam2 2.55e-7
# Beam 3
set Abeam3 6.4e-3
set Ibeamz3 5.932e-5
set Ibeamy3 1.601e-5
set Jbeam3 2.55e-7
# Beam 4
set Abeam4 6.4e-3
set Ibeamz4 5.932e-5
set Ibeamy4 1.601e-5
set Jbeam4 2.55e-7
#
# geometric transform
geomTransf Linear 1 1 0 0
geomTransf Linear 2 0 1 0
geomTransf Linear 3 1 0 0
#
#column elastic elements
##element eleTag i j A E G J Iy Iz TransfTag
element elasticBeamColumn 1 1 101 $Acol1 $E $G $Jcol1 $Icoly1 $Icolz1 1
element elasticBeamColumn 2 2 102 $Acol1 $E $G $Jcol1 $Icoly1 $Icolz1 1
element elasticBeamColumn 3 3 103 $Acol2 $E $G $Jcol2 $Icoly2 $Icolz2 1
element elasticBeamColumn 4 4 104 $Acol2 $E $G $Jcol2 $Icoly2 $Icolz2 1
element elasticBeamColumn 5 5 105 $Acol1 $E $G $Jcol1 $Icoly1 $Icolz1 1
element elasticBeamColumn 6 6 106 $Acol1 $E $G $Jcol1 $Icoly1 $Icolz1 1
element elasticBeamColumn 7 7 107 $Acol2 $E $G $Jcol2 $Icoly2 $Icolz2 1
element elasticBeamColumn 8 8 108 $Acol2 $E $G $Jcol2 $Icoly2 $Icolz2 1
element elasticBeamColumn 9 9 109 $Acol1 $E $G $Jcol1 $Icoly1 $Icolz1 1
element elasticBeamColumn 10 10 110 $Acol1 $E $G $Jcol1 $Icoly1 $Icolz1 1
element elasticBeamColumn 11 11 111 $Acol2 $E $G $Jcol2 $Icoly2 $Icolz2 1
element elasticBeamColumn 12 12 112 $Acol2 $E $G $Jcol2 $Icoly2 $Icolz2 1
element elasticBeamColumn 13 13 113 $Acol1 $E $G $Jcol1 $Icoly1 $Icolz1 1
element elasticBeamColumn 14 14 114 $Acol1 $E $G $Jcol1 $Icoly1 $Icolz1 1
element elasticBeamColumn 15 15 115 $Acol2 $E $G $Jcol2 $Icoly2 $Icolz2 1
element elasticBeamColumn 16 16 116 $Acol2 $E $G $Jcol2 $Icoly2 $Icolz2 1
#
#x Beam elastic elements
element elasticBeamColumn 101 101 102 $Abeam1 $E $G $Jbeam1 $Ibeamy1 $Ibeamz1 2
element elasticBeamColumn 102 102 103 $Abeam1 $E $G $Jbeam1 $Ibeamy1 $Ibeamz1 2
element elasticBeamColumn 103 103 104 $Abeam1 $E $G $Jbeam1 $Ibeamy1 $Ibeamz1 2
element elasticBeamColumn 104 105 106 $Abeam1 $E $G $Jbeam1 $Ibeamy1 $Ibeamz1 2
element elasticBeamColumn 105 106 107 $Abeam1 $E $G $Jbeam1 $Ibeamy1 $Ibeamz1 2
element elasticBeamColumn 106 107 108 $Abeam1 $E $G $Jbeam1 $Ibeamy1 $Ibeamz1 2
element elasticBeamColumn 107 109 110 $Abeam2 $E $G $Jbeam2 $Ibeamy2 $Ibeamz2 2
element elasticBeamColumn 108 110 111 $Abeam2 $E $G $Jbeam2 $Ibeamy2 $Ibeamz2 2
element elasticBeamColumn 109 111 112 $Abeam2 $E $G $Jbeam2 $Ibeamy2 $Ibeamz2 2
element elasticBeamColumn 110 113 114 $Abeam2 $E $G $Jbeam2 $Ibeamy2 $Ibeamz2 2
element elasticBeamColumn 111 114 115 $Abeam2 $E $G $Jbeam2 $Ibeamy2 $Ibeamz2 2
element elasticBeamColumn 112 115 116 $Abeam2 $E $G $Jbeam2 $Ibeamy2 $Ibeamz2 2
#y Beam elastic elements
element elasticBeamColumn 121 101 105 $Abeam3 $E $G $Jbeam3 $Ibeamy3 $Ibeamz3 3
element elasticBeamColumn 122 105 109 $Abeam3 $E $G $Jbeam3 $Ibeamy3 $Ibeamz3 3
element elasticBeamColumn 123 109 113 $Abeam3 $E $G $Jbeam3 $Ibeamy3 $Ibeamz3 3
element elasticBeamColumn 124 102 106 $Abeam3 $E $G $Jbeam3 $Ibeamy3 $Ibeamz3 3
element elasticBeamColumn 125 106 110 $Abeam3 $E $G $Jbeam3 $Ibeamy3 $Ibeamz3 3
element elasticBeamColumn 126 110 114 $Abeam3 $E $G $Jbeam3 $Ibeamy3 $Ibeamz3 3
element elasticBeamColumn 127 103 107 $Abeam4 $E $G $Jbeam4 $Ibeamy4 $Ibeamz4 3
element elasticBeamColumn 128 107 111 $Abeam4 $E $G $Jbeam4 $Ibeamy4 $Ibeamz4 3
element elasticBeamColumn 129 111 115 $Abeam4 $E $G $Jbeam4 $Ibeamy4 $Ibeamz4 3
element elasticBeamColumn 130 104 108 $Abeam4 $E $G $Jbeam4 $Ibeamy4 $Ibeamz4 3
element elasticBeamColumn 131 108 112 $Abeam4 $E $G $Jbeam4 $Ibeamy4 $Ibeamz4 3
element elasticBeamColumn 132 112 116 $Abeam4 $E $G $Jbeam4 $Ibeamy4 $Ibeamz4 3
}
## Set mass at the master nodes
# tag MX MY MZ RX RY RZ
mass 500 $m $m 0 0 0 $Icm
set pi 3.1415
puts "";puts "";puts "";puts "";puts ""
puts T1(Sec)=
puts [expr 2*$pi/ pow ([eigen 1],.5)]
#
#
#set pi 3.1415
#puts "";puts "";puts "";puts "";puts ""
#puts T1 (Sec)=
#puts [expr 2*$pi/ pow ([eigen 1],.5)]
#
#
# Define gravity loads
# --------------------
#
pattern Plain 1 Constant {
eleLoad -ele 101 -type -beamUniform -1.73 0.0
eleLoad -ele 102 -type -beamUniform 0.0 0.0
eleLoad -ele 103 -type -beamUniform -1.73 0.0
eleLoad -ele 104 -type -beamUniform -1.73 0.0
eleLoad -ele 105 -type -beamUniform -1.73 0.0
eleLoad -ele 106 -type -beamUniform -1.73 0.0
eleLoad -ele 107 -type -beamUniform -1.73 0.0
eleLoad -ele 108 -type -beamUniform -1.73 0.0
eleLoad -ele 109 -type -beamUniform -1.73 0.0
eleLoad -ele 110 -type -beamUniform -1.73 0.0
eleLoad -ele 111 -type -beamUniform 0.0 0.0
eleLoad -ele 112 -type -beamUniform -1.73 0.0
#
eleLoad -ele 121 -type -beamUniform 0.0 0.0
eleLoad -ele 122 -type -beamUniform -2.07 0.0
eleLoad -ele 123 -type -beamUniform 0.0 0.0
eleLoad -ele 124 -type -beamUniform -2.07 0.0
eleLoad -ele 125 -type -beamUniform -2.07 0.0
eleLoad -ele 126 -type -beamUniform -2.07 0.0
eleLoad -ele 127 -type -beamUniform -2.07 0.0
eleLoad -ele 128 -type -beamUniform -2.07 0.0
eleLoad -ele 129 -type -beamUniform -2.07 0.0
eleLoad -ele 130 -type -beamUniform 0.0 0.0
eleLoad -ele 131 -type -beamUniform -2.07 0.0
eleLoad -ele 132 -type -beamUniform 0.0 0.0
}
# Define earthquake excitation
# ----------------------------
# Set up the acceleration records for Tabas fault normal and fault parallel
set fac [expr ($PGA/$pga)*9.81]
set north "Path -filePath 1.txt -dt 0.02 -factor $fac"
# D = $alphaM * M + $betaK * Kcurrent +$betaKinit * Kinit + $betaKcomm * KlastCommit
#set xDamp 0.02; # damping ratio (0.02-0.05-typical)
#set lambda [eigen 1]
#set omega [expr pow($lambda,0.5)]
# Ty, Tx =0.41 T teta =0.32 ksi=.03 for 0.41 and 0.32
set alphaM 0.5164
set betaK 1.72e-3
set betaKcomm 1.72e-3
set betaKinit 1.72e-3;
rayleigh $alphaM $betaK $betaKinit $betaKcomm
#
# tag dir accel series args
pattern UniformExcitation 2 2 -accel $north
# ----------------------------
# Create the convergence test
# tol maxIter printFlag
test EnergyIncr 1.0e-8 20 3
# Create the solution algorithm
algorithm Newton
# Create the system of equation storage and solver
system SparseGeneral -piv
# Create the constraint handler
constraints Transformation
# Create the time integration scheme
# gamma beta
integrator Newmark 0.5 0.25
# Create the DOF numberer
numberer RCM
# Create the transient analysis
analysis Transient
# --------------------------
# End of analysis generation
# --------------------------
# ----------------------------
# Start of recorder generation
# ----------------------------
# Record DOF 1 and 2 displacements at nodes 9, 14, and 19
#recorder Node -file node13-5.out -time -node 13 -dof 6 disp
if {$ANALYSISS == "NONLINEAR"} {
recorder Node -file $dataDir/uycm1.txt -node 500 -dof 2 disp
recorder Node -file $dataDir/utetcm1.txt -node 500 -dof 6 disp
recorder Node -file $dataDir/uyleft1.txt -node 113 -dof 2 disp
recorder Node -file $dataDir/uyright1.txt -node 116 -dof 2 disp
recorder Node -file $dataDir/aycm1.txt -node 500 -dof 2 accel
recorder Node -file $dataDir/atetcm1.txt -node 500 -dof 6 accel
recorder Node -file $dataDir/ayleft1.txt -node 113 -dof 2 accel
recorder Node -file $dataDir/ayright1.txt -node 116 -dof 2 accel
recorder Node -file $dataDir/vx1.txt -node 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 -dof 1 reaction
recorder Node -file $dataDir/vy1.txt -node 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 -dof 2 reaction
recorder Node -file $dataDir/M1.txt -node 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 -dof 6 reaction
#####DISPLAY RECORDER
recorder Node -file $dataDir/display1.txt -time -node 500 -dof 2 disp
} else {
recorder Node -file uycml1.txt -node 500 -dof 2 disp
recorder Node -file utetcml1.txt -node 500 -dof 6 disp
recorder Node -file uyleftl1.txt -node 113 -dof 2 disp
recorder Node -file uyrightl1.txt -node 116 -dof 2 disp
recorder Node -file aycml1.txt -node 500 -dof 2 accel
recorder Node -file atetcml1.txt -node 500 -dof 6 accel
recorder Node -file ayleftl1.txt -node 113 -dof 2 accel
recorder Node -file ayrightl1.txt -node 116 -dof 2 accel
}
recorder display animation 10 10 600 600 -file 1
prp 20 90 60
vup 0 0 2
fill 4
display 10 -1 1000
# a window to plot the nodal displacements versus time for node 500
recorder plot $dataDir/display1.txt Node_500_Ydisp 620 340 350 300 -columns 1 2
# --------------------------
# End of recorder generation
# --------------------------
# --------------------
# Perform the analysis
# --------------------
# Analysis duration of 20 seconds
# numSteps dt
analyze 100 .02
#
set pi 3.1415
puts "";puts "";puts "";puts "";puts ""
puts T1(Sec)=
puts [expr 2*$pi/ pow ([eigen 1],.5)]
}
#puts [eigen 1]
#puts T2(Sec)=
#puts [expr 2*$pi/ pow ([eigen 2],.5)]
##puts "";puts "";puts "";puts "";puts ""
#puts T2(Sec)=
#puts "";puts "";puts "";puts "";puts ""
#puts [expr 2*$pi/ pow ([eigen 2],.5)]
#puts [eigen 3]
##
##