Arpack solver problem with beam column joint

[uzmachaudry]

Hello
I'm doing eigen analysis of 2D, 4 story 3 bay building with beam column joint model which is already available in opensees manual. I've tried every solver for eigen -genBandArpack, -symmBandLapack, -fullGenPack, and time period i get first is very high value and second is infinity. please suggest something its urgent.

[Jeena]

Can you please share the link for this example ...

[uzmachaudry]

Hi Jeena, I am sorry which example?

[Jeena]

Hi,

Sorry, I thought you were mentioning about an example within Openness manual.... but you meant the BeamColumnJointExample from OpenSees example manual ????

If it is not too large, can you post the script unto the step of eigen value analysis ...

[uzmachaudry]

Jeena here is my model....
#4 story model
#Distributed plasticity model

#Joint details
wipe
#units SI, kN, mm, MPa
#Making file

model basic -ndm 2 -ndf 3
source procMKPC.tcl
puts "a"
source proUniaxialPinching.tcl
puts "b"

set Strfactor 145; set Lenfactor [expr 1/25.4]
set colY 300; set colZ 300
set bmY 381; set bmZ 230
set jointwidth 300; set jointheight 381; set jointdepth 300
set JointVolume [expr $jointwidth*$jointheight*$jointdepth]
set cover 30
set column1clear 3109.5
set column2clear 6409.5
set column3clear 9709.5
set column4clear 13009.5
set beamclear 4200


#bind .c <up> break



#Defining Materials

#--------------------
#-----Material properties for column section
#-------------------------------------------

set CUnconfFc -20; set CUnconfEc -0.002
set CTSspace 200; set CTSlength 2919; set CTSFy 551; set CTSarea 71.3;
set CFy 551; set CEs 200000; set CsHratio 0.0139; set CAs 285;

procMKPC $CUnconfFc $CUnconfEc $colY $colZ $cover $CTSspace $CTSlength $CTSFy $CTSarea $Strfactor $Lenfactor

set CUnconfFcu [lindex $concreteProp 2]; set CUnconfEcu [lindex $concreteProp 3];
set CConfFc [lindex $concreteProp 4]; set CConfEc [lindex $concreteProp 5];
set CConfFcu [lindex $concreteProp 6]; set CConfEcu [lindex $concreteProp 7];

#------------------------------------------------
#---------Material Properties for Beam section
#------------------------------------------------
set BUnconfFc -20; set BUnconfEc -0.002
set BTSspace 200; set BTSlength 4200; set BTSFy 551; set BTSarea 71.3;
set BFy 551; set BEs 200000; set BsHratio 0.0139; set BAs 198;

procMKPC $BUnconfFc $BUnconfEc $bmY $bmZ $cover $BTSspace $BTSlength $BTSFy $BTSarea $Strfactor $Lenfactor

set BUnconfFcu [lindex $concreteProp 2]; set BUnconfEcu [lindex $concreteProp 3];
set BConfFc [lindex $concreteProp 4]; set BConfEc [lindex $concreteProp 5];
set BConfFcu [lindex $concreteProp 6]; set BConfEcu [lindex $concreteProp 7];

#########################################################
#Details for material model for bar slip of beams
#########################################################
set bs_fc [expr -$BUnconfFc]; set bs_fs $BFy; set bs_es $BEs; set bs_fsu 656; set bs_dbar 15.9; set bs_esh [expr $BsHratio*$BEs];
set bs_wid $colZ; set bs_dep $bmY;
set bsT_nbars 3; set bsB_nbars 3;
set bs_ljoint $colY;

###################################################
##Detail for material model for bar slip for column
###################################################
set cs_fc [expr -$CUnconfFc]; set cs_fs $CFy; set cs_es $CEs; set cs_fsu 656; set cs_dbar 15.09; set cs_esh [expr $CsHratio*$CEs];
set cs_wid $colZ; set cs_dep $colY;
set cs_nbars 2;
set cs_ljoint $bmY;

#----------------------------------------------
#-----------Add nodes and coordinates
#----------------------------------------------
node 1 0 0
node 2 4500 0
node 3 9000 0
node 4 13500 0
node 5 0 $column1clear
node 6 4500 $column1clear
node 7 9000 $column1clear
node 8 13500 $column1clear
node 9 [expr -$jointwidth/2] [expr $column1clear+$jointheight/2]
node 10 [expr $jointwidth/2] [expr $column1clear+$jointheight/2]
node 11 [expr $jointwidth/2+$beamclear] [expr $column1clear+$jointheight/2]
node 12 [expr $jointwidth/2+$beamclear+$jointwidth] [expr $column1clear+$jointheight/2]
node 13 [expr $jointwidth/2+$beamclear+$jointwidth+$beamclear] [expr $column1clear+$jointheight/2]
node 14 [expr $jointwidth/2+$beamclear+$jointwidth+$beamclear+$jointwidth] [expr $column1clear+$jointheight/2]
node 15 [expr $jointwidth/2+$beamclear+$jointwidth+$beamclear+$jointwidth+$beamclear] [expr $column1clear+$jointheight/2]
node 16 [expr $jointwidth/2+$beamclear+$jointwidth+$beamclear+$jointwidth+$beamclear+$jointwidth] [expr $column1clear+$jointheight/2]
node 17 0 [expr $column1clear+$jointheight]
node 18 4500 [expr $column1clear+$jointheight]
node 19 9000 [expr $column1clear+$jointheight]
node 20 13500 [expr $column1clear+$jointheight]
node 21 0 $column2clear
node 22 4500 $column2clear
node 23 9000 $column2clear
node 24 13500 $column2clear
node 25 [expr -$jointwidth/2] [expr $column2clear+$jointheight/2]
node 26 [expr $jointwidth/2] [expr $column2clear+$jointheight/2]
node 27 [expr $jointwidth/2+$beamclear] [expr $column2clear+$jointheight/2]
node 28 [expr $jointwidth/2+$beamclear+$jointwidth] [expr $column2clear+$jointheight/2]
node 29 [expr $jointwidth/2+$beamclear+$jointwidth+$beamclear] [expr $column2clear+$jointheight/2]
node 30 [expr $jointwidth/2+$beamclear+$jointwidth+$beamclear+$jointwidth] [expr $column2clear+$jointheight/2]
node 31 [expr $jointwidth/2+$beamclear+$jointwidth+$beamclear+$jointwidth+$beamclear] [expr $column2clear+$jointheight/2]
node 32 [expr $jointwidth/2+$beamclear+$jointwidth+$beamclear+$jointwidth+$beamclear+$jointwidth] [expr $column2clear+$jointheight/2]
node 33 0 [expr $column2clear+$jointheight]
node 34 4500 [expr $column2clear+$jointheight]
node 35 9000 [expr $column2clear+$jointheight]
node 36 13500 [expr $column2clear+$jointheight]
node 37 0 $column3clear
node 38 4500 $column3clear
node 39 9000 $column3clear
node 40 13500 $column3clear
node 41 [expr -$jointwidth/2] [expr $column3clear+$jointheight/2]
node 42 [expr $jointwidth/2] [expr $column3clear+$jointheight/2]
node 43 [expr $jointwidth/2+$beamclear] [expr $column3clear+$jointheight/2]
node 44 [expr $jointwidth/2+$beamclear+$jointwidth] [expr $column3clear+$jointheight/2]
node 45 [expr $jointwidth/2+$beamclear+$jointwidth+$beamclear] [expr $column3clear+$jointheight/2]
node 46 [expr $jointwidth/2+$beamclear+$jointwidth+$beamclear+$jointwidth] [expr $column3clear+$jointheight/2]
node 47 [expr $jointwidth/2+$beamclear+$jointwidth+$beamclear+$jointwidth+$beamclear] [expr $column3clear+$jointheight/2]
node 48 [expr $jointwidth/2+$beamclear+$jointwidth+$beamclear+$jointwidth+$beamclear+$jointwidth] [expr $column3clear+$jointheight/2]
node 49 0 [expr $column3clear+$jointheight]
node 50 4500 [expr $column3clear+$jointheight]
node 51 9000 [expr $column3clear+$jointheight]
node 52 13500 [expr $column3clear+$jointheight]
node 53 0 $column4clear
node 54 4500 $column4clear
node 55 9000 $column4clear
node 56 13500 $column4clear
node 57 [expr -$jointwidth/2] [expr $column4clear+$jointheight/2]
node 58 [expr $jointwidth/2] [expr $column4clear+$jointheight/2]
node 59 [expr $jointwidth/2+$beamclear] [expr $column4clear+$jointheight/2]
node 60 [expr $jointwidth/2+$beamclear+$jointwidth] [expr $column4clear+$jointheight/2]
node 61 [expr $jointwidth/2+$beamclear+$jointwidth+$beamclear] [expr $column4clear+$jointheight/2]
node 62 [expr $jointwidth/2+$beamclear+$jointwidth+$beamclear+$jointwidth] [expr $column4clear+$jointheight/2]
node 63 [expr $jointwidth/2+$beamclear+$jointwidth+$beamclear+$jointwidth+$beamclear] [expr $column4clear+$jointheight/2]
node 64 [expr $jointwidth/2+$beamclear+$jointwidth+$beamclear+$jointwidth+$beamclear+$jointwidth] [expr $column4clear+$jointheight/2]
node 65 0 [expr $column4clear+$jointheight]
node 66 4500 [expr $column4clear+$jointheight]
node 67 9000 [expr $column4clear+$jointheight]
node 68 13500 [expr $column4clear+$jointheight]


#node 101 0 0
#node 102 4000 0

#Fixing the supports
#--------------------
fix 1 1 1 1
fix 2 1 1 1


#-----------------------------
#Inelatic biam column elements
#-----------------------------
uniaxialMaterial Elastic 1 10000000000.0
uniaxialMaterial Concrete02 10 $BUnconfFc $BUnconfEc $BUnconfFcu $BUnconfEcu 0.2 2 0.000076
uniaxialMaterial Concrete02 20 $BConfFc $BConfEc $BConfFcu $BConfEcu 0.2 2 0.000076
uniaxialMaterial Steel02 30 $BFy $BEs $BsHratio 18.5 0.925 0.15 0 0.4 0 0.5
uniaxialMaterial Concrete02 40 $CUnconfFc $CUnconfEc $CUnconfFcu $CUnconfEcu 0.2 2 0.000076
uniaxialMaterial Concrete02 50 $CConfFc $CConfEc $CConfFcu $CConfEcu 0.2 2 0.000076
uniaxialMaterial Steel02 60 $CFy $CEs $CsHratio 18.5 0.925 0.15 0 0.4 0 0.5

#--------------
#For column
#--------------

set z [expr $colZ/2]; set y [expr $colY/2]

section Fiber 1 {
patch rect 50 10 1 [expr $cover-$y] [expr $cover-$z] [expr $y-$cover] [expr $z-$cover]
patch rect 40 2 1 [expr -$y] [expr $cover-$z] [expr $cover-$y] [expr $z-$cover]
patch rect 40 2 1 [expr $y-$cover] [expr $cover-$z] [expr $y] [expr $z-$cover]
patch rect 40 10 1 [expr -$y] [expr -$z] [expr $y] [expr $cover-$z]
patch rect 40 10 1 [expr -$y] [expr $z-$cover] [expr $y] [expr $z]
layer straight 60 2 $CAs [expr $y-$cover] [expr $cover-$z] [expr $y-$cover] [expr $z-$cover]
layer straight 60 2 $CAs [expr $cover-$y] [expr $cover-$z] [expr $cover-$y] [expr $z-$cover]
}

#----------------------
#For 1st floor column
#----------------------
#set z [expr $colZ/2]; set y [expr $colY/2]

#section Fiber 2 {
#patch rect 50 10 1 [expr $cover-$y] [expr $cover-$z] [expr $y-$cover] [expr $z-$cover]
#patch rect 40 2 1 [expr -$y] [expr $cover-$z] [expr $cover-$y] [expr $z-$cover]
#patch rect 40 2 1 [expr $y-$cover] [expr $cover-$z] [expr $y] [expr $z-$cover]
#patch rect 40 10 1 [expr -$y] [expr -$z] [expr $y] [expr $cover-$z]
#patch rect 40 10 1 [expr -$y] [expr $z-$cover] [expr $y] [expr $z]
#layer straight 60 2 $CAs [expr $y-$cover] [expr $cover-$z] [expr $y-$cover] [expr $z-$cover]
#layer straight 60 2 $CAs [expr $cover-$y] [expr $cover-$z] [expr $cover-$y] [expr $z-$cover]
#}

#-------
#Beams
#-------
set z [expr $bmZ/2]; set y [expr $bmY/2]

section Fiber 2 {
patch rect 20 10 1 [expr $cover-$y] [expr $cover-$z] [expr $y-$cover] [expr $z-$cover]
patch rect 10 2 1 [expr -$y] [expr $cover-$z] [expr $cover-$y] [expr $z-$cover]
patch rect 10 2 1 [expr $y-$cover] [expr $cover-$z] [expr $y] [expr $z-$cover]
patch rect 10 10 1 [expr -$y] [expr -$z] [expr $y] [expr $cover-$z]
patch rect 10 10 1 [expr -$y] [expr $z-$cover] [expr $y] [expr $z]
layer straight 30 3 $BAs [expr $y-$cover] [expr $cover-$z] [expr $y-$cover] [expr $z-$cover]
layer straight 30 3 $BAs [expr $cover-$y] [expr $cover-$z] [expr $cover-$y] [expr $z-$cover]
}

#--------------------------
#Geometric transformation
#--------------------------
geomTransf PDelta 1
#geomTransf Linear 2

element dispBeamColumn 1 1 5 5 1 1
element dispBeamColumn 2 2 6 5 1 1
element dispBeamColumn 3 3 7 5 1 1
element dispBeamColumn 4 4 8 5 1 1
element dispBeamColumn 5 17 21 5 1 1
element dispBeamColumn 6 18 22 5 1 1
element dispBeamColumn 7 19 23 5 1 1
element dispBeamColumn 8 20 24 5 1 1
element dispBeamColumn 9 33 37 5 1 1
element dispBeamColumn 10 34 38 5 1 1
element dispBeamColumn 11 35 39 5 1 1
element dispBeamColumn 12 36 40 5 1 1
element dispBeamColumn 13 49 53 5 1 1
element dispBeamColumn 14 50 54 5 1 1
element dispBeamColumn 15 51 55 5 1 1
element dispBeamColumn 16 52 56 5 1 1

element dispBeamColumn 17 10 11 5 2 1
element dispBeamColumn 18 12 13 5 2 1
element dispBeamColumn 19 14 15 5 2 1
element dispBeamColumn 20 26 27 5 2 1
element dispBeamColumn 21 28 29 5 2 1
element dispBeamColumn 22 30 31 5 2 1
element dispBeamColumn 23 42 43 5 2 1
element dispBeamColumn 24 44 45 5 2 1
element dispBeamColumn 25 46 47 5 2 1
element dispBeamColumn 26 58 59 5 2 1
element dispBeamColumn 27 60 61 5 2 1
element dispBeamColumn 28 62 63 5 2 1

recorder Element -file element7.out -time -ele 7 section 1 fiber $y $z stressStrain
recorder Node -file node10.out disp -time -node 10 -dof 1
#--------------------------------------------------------------------------
#End element formation as well as material definition for beam and columns
#--------------------------------------------------------------------------
#----------------
#for beam bottom
#----------------
set matID1 21
set matID2 22

uniaxialMaterial BarSlip $matID1 $bs_fc $bs_fs $bs_es $bs_fsu $bs_esh $bs_dbar $bs_ljoint $bsB_nbars $bs_wid $bs_dep weak beamBot
uniaxialMaterial BarSlip $matID2 $bs_fc $bs_fs $bs_es $bs_fsu $bs_esh $bs_dbar $bs_ljoint $bsB_nbars $bs_wid $bs_dep weak beamBot

#--------------
#for Beam top
#---------------
set matID3 31
set matID4 32
uniaxialMaterial BarSlip $matID3 $bs_fc $bs_fs $bs_es $bs_fsu $bs_esh $bs_dbar $bs_ljoint $bsB_nbars $bs_wid $bs_dep weak beamTop
uniaxialMaterial BarSlip $matID4 $bs_fc $bs_fs $bs_es $bs_fsu $bs_esh $bs_dbar $bs_ljoint $bsB_nbars $bs_wid $bs_dep weak beamTop

#--------------
#For columns
#--------------
set matID5 41
set matID6 42
set matID7 43
set matID8 44

uniaxialMaterial BarSlip $matID5 $cs_fc $cs_fs $cs_es $cs_fsu $cs_esh $cs_dbar $cs_ljoint $cs_nbars $cs_wid $cs_dep weak column
uniaxialMaterial BarSlip $matID6 $cs_fc $cs_fs $cs_es $cs_fsu $cs_esh $cs_dbar $cs_ljoint $cs_nbars $cs_wid $cs_dep weak column
uniaxialMaterial BarSlip $matID7 $cs_fc $cs_fs $cs_es $cs_fsu $cs_esh $cs_dbar $cs_ljoint $cs_nbars $cs_wid $cs_dep weak column
uniaxialMaterial BarSlip $matID8 $cs_fc $cs_fs $cs_es $cs_fsu $cs_esh $cs_dbar $cs_ljoint $cs_nbars $cs_wid $cs_dep weak column

#----------------------------End of material formation for bar slip---------------------------------------------------------#
#Material for shear panel
#-----Positive and negative envelope stress---------#
set p1 2.1446; set p2 3.801; set p3 4.001; set p4 0.8
set pEnvStrsp [list [expr $p1*$JointVolume] [expr $p2*$JointVolume] [expr $p3*$JointVolume] [expr $p4*$JointVolume]]
set nEnvStrsp [list [expr -$p1*$JointVolume] [expr -$p2*$JointVolume] [expr -$p3*$JointVolume] [expr -$p4*$JointVolume]]

set pEnvStnsp [list 0.00043 0.006 0.015 0.0269]
set nEnvStnsp [list -0.00043 -0.006 -0.015 -0.0269]

#Ratio of maximum at which reloading occurs
## Pos_env Neg_env
set rDispsp [list 0.20 0.20]

#Ratio of envelope force (corresponding to maximum deformation) at which reloading begins
# Pos_env Neg_env
set rForcesp [list 0.15 0.15]

#Ratio of monotonic strength developed upon unloading
# Pos_env Neg_env
set uForcesp [list 0 0]

#Coefficient for unloading stiffness
## gammaK1 gammaK2 gammaK3 gammaK4 gammaKLimit
set gammaKsp [list 1.13364492409642 0 0.10111033064469 0 0.91652498468618]

#Coefficeient for reloading stiffness
# gammaD1 gammaD2 gammaD3 gammaD4 gammaDLimit
set gammaDsp [list 0.12 0 0.23 0 0.95]

#Coefficient for Strength degradation
# gammaF1 gammaF2 gammaF3 gammaF4 gammaFLimit
set gammaFsp [list 1.11 0 0.319 0 0.125]

set gammaEsp 10
uniaxialMaterial Pinching4 5 [lindex $pEnvStrsp 0] [lindex $pEnvStnsp 0]\
[lindex $pEnvStrsp 1] [lindex $pEnvStnsp 1] [lindex $pEnvStrsp 2]\
[lindex $pEnvStnsp 2] [lindex $pEnvStrsp 3] [lindex $pEnvStnsp 3]\
[lindex $nEnvStrsp 0] [lindex $nEnvStnsp 0]\
[lindex $nEnvStrsp 1] [lindex $nEnvStnsp 1] [lindex $nEnvStrsp 2]\
[lindex $nEnvStnsp 2] [lindex $nEnvStrsp 3] [lindex $nEnvStnsp 3]\
[lindex $rDispsp 0] [lindex $rForcesp 0] [lindex $uForcesp 0]\
[lindex $rDispsp 1] [lindex $rForcesp 1] [lindex $uForcesp 1]\
[lindex $gammaKsp 0] [lindex $gammaKsp 1] [lindex $gammaKsp 2] [lindex $gammaKsp 3] [lindex $gammaKsp 4]\
[lindex $gammaDsp 0] [lindex $gammaDsp 1] [lindex $gammaDsp 2] [lindex $gammaDsp 3] [lindex $gammaKsp 4]\
[lindex $gammaFsp 0] [lindex $gammaFsp 1] [lindex $gammaFsp 2] [lindex $gammaFsp 3] [lindex $gammaFsp 4]\
$gammaEsp energy

#----------------------------------End of material for shear panel----------------------------------------#
element beamColumnJoint 101 5 10 17 9 41 42 1 21 31 1 43 44 1 22 32 1 5
element beamColumnJoint 102 6 12 18 11 41 42 1 21 31 1 43 44 1 22 32 1 5
element beamColumnJoint 103 7 14 19 13 41 42 1 21 31 1 43 44 1 22 32 1 5
element beamColumnJoint 104 8 16 20 15 41 42 1 21 31 1 43 44 1 22 32 1 5
element beamColumnJoint 105 21 26 33 25 41 42 1 21 31 1 43 44 1 22 32 1 5
element beamColumnJoint 106 22 28 34 27 41 42 1 21 31 1 43 44 1 22 32 1 5
element beamColumnJoint 107 23 30 35 29 41 42 1 21 31 1 43 44 1 22 32 1 5
element beamColumnJoint 108 24 32 36 31 41 42 1 21 31 1 43 44 1 22 32 1 5
element beamColumnJoint 109 37 42 49 41 41 42 1 21 31 1 43 44 1 22 32 1 5
element beamColumnJoint 110 38 44 50 43 41 42 1 21 31 1 43 44 1 22 32 1 5
element beamColumnJoint 111 39 46 51 45 41 42 1 21 31 1 43 44 1 22 32 1 5
element beamColumnJoint 112 40 48 52 47 41 42 1 21 31 1 43 44 1 22 32 1 5
element beamColumnJoint 113 53 58 65 57 41 42 1 21 31 1 43 44 1 22 32 1 5
element beamColumnJoint 114 54 60 66 59 41 42 1 21 31 1 43 44 1 22 32 1 5
element beamColumnJoint 115 55 62 67 61 41 42 1 21 31 1 43 44 1 22 32 1 5
element beamColumnJoint 116 56 64 68 63 41 42 1 21 31 1 43 44 1 22 32 1 5

#Defining masses on nodes
set g 9810
set P1 12660
set P2 25312

set m1 [expr $P1/$g]; # expr command to evaluate an expression
set m2 [expr $P2/$g]
# tag MX MY RZ
mass 5 $m1 1e-9 0
mass 17 $m1 1e-9 0
mass 21 $m1 1e-9 0
mass 33 $m1 1e-9 0
mass 37 $m1 1e-9 0
mass 49 $m1 1e-9 0
mass 53 $m1 1e-9 0
mass 65 $m1 1e-9 0
mass 8 $m1 1e-9 0
mass 20 $m1 1e-9 0
mass 24 $m1 1e-9 0
mass 36 $m1 1e-9 0
mass 40 $m1 1e-9 0
mass 52 $m1 1e-9 0
mass 56 $m1 1e-9 0
mass 68 $m1 1e-9 0

mass 6 $m2 1e-9 0
mass 18 $m2 1e-9 0
mass 7 $m2 1e-9 0
mass 19 $m2 1e-9 0
mass 22 $m2 1e-9 0
mass 34 $m2 1e-9 0
mass 23 $m2 1e-9 0
mass 35 $m2 1e-9 0
mass 38 $m2 1e-9 0
mass 50 $m2 1e-9 0
mass 39 $m2 1e-9 0
mass 51 $m2 1e-9 0

mass 54 $m2 1e-9 0
mass 66 $m2 1e-9 0
mass 55 $m2 1e-9 0
mass 67 $m2 1e-9 0

set numModes 2
# record eigenvectors
#----------------------
for { set k 1 } { $k <= $numModes } { incr k } {
recorder Node -file [format "modes/mode%i.out" $k] -nodeRange 1 68 -dof 1 2 3 "eigen -generalized -fullGenLapack $k"
}

# perform eigen analysis
#-----------------------------
set lambda [eigen $numModes];

# calculate frequencies and periods of the structure
#---------------------------------------------------
set omega {}
set f {}
set T {}
set pi 3.141593

foreach lam $lambda {
lappend omega [expr sqrt($lam)]
lappend f [expr sqrt($lam)/(2*$pi)]
lappend T [expr (2*$pi)/sqrt($lam)]
}

puts "periods are $T"

# write the output file cosisting of periods
#--------------------------------------------
#set period "modes/Periods.txt"
#set Periods [open $period "w"]
#foreach t $T {
# puts $Periods " $t"
#}
#close $Periods


# create display for mode shapes
#---------------------------------
# $windowTitle $xLoc $yLoc $xPixels $yPixels
#recorder display "Mode Shape 1" 10 10 500 500 -wipe
#prp $h $h 1; # projection reference point (prp); defines the center of projection (viewer eye)
#vup 0 1 0; # view-up vector (vup)
#vpn 0 0 1; # view-plane normal (vpn)
#viewWindow -200 200 -200 200; # coordiantes of the window relative to prp
#display -1 5 20; # the 1st arg. is the tag for display mode (ex. -1 is for the first mode shape)
# the 2nd arg. is magnification factor for nodes, the 3rd arg. is magnif. factor of deformed shape
#recorder display "Mode Shape 2" 10 510 500 500 -wipe
#prp $h $h 1;
#vup 0 1 0;
#vpn 0 0 1;
#viewWindow -200 200 -200 200
#display -2 5 20


# Run a one step gravity load with no loading (to record eigenvectors)
#-----------------------------------------------------------------------
integrator LoadControl 0 1 0 0

# Convergence test
# tolerance maxIter displayCode
test EnergyIncr 1.0e-5 100000 0

# Solution algorithm
algorithm KrylovNewton

# DOF numberer
numberer RCM

# Constraint handler
constraints Transformation


# System of equations solver
system ProfileSPD

analysis Static
set res [analyze 1]
if {$res < 0} {
puts "Modal analysis failed"
}

[uzmachaudry]

Kindly suggest something...

[uyupeng]

I meet the question about the first period, could anyone give some suggestion?