About period caculation

[yuyanyanmegan]

After define the mass ，I wanna caculate the period of the bridge for rationality. but after i input the program to caculate ,it shows this error

"0x004f3d51 instruction references memory of 0x00000000. This memory can't be‘read’ ."




THIS IS MY PROGRAM：


wipe;

source DisplayPlane.tcl; # procedure for displaying a plane in model
source DisplayModel3D.tcl; # procedure for displaying 2D perspective of model
set displayMode "displayON"

file mkdir DataGravity;
set frequency [open "DataGravity/frequency.txt" "w"]
set period [open "DataGravity/period.txt" "w"]

model BasicBuilder -ndm 3 -ndf 6;

# define UNITS ----------------------------------------------------------------------------
set NT 1.0; # define basic units -- output units
set m 1.0; # define basic units -- output units
set mm [expr $m/1000]; # mm
set sec 1.0; # define basic units -- output units
set Kg 1.0;
set kN [expr 1000.0*$NT];
set MPa [expr 1.0*$NT/pow($mm,2)];
set LunitTXT "m"; # define basic-unit text for output
set FunitTXT "kN"; # define basic-unit text for output
set TunitTXT "sec"; # define basic-unit text for output

set g [expr 9.8*$m/pow($sec,2)];
set PI [expr 2*asin(1.0)]; # define constants
set Ubig 1.e10; # a really large number
set Usmall [expr 1/$Ubig]; # a really small number

node 1 0 6.5 0
node 11 0 -6.5 0
node 2 30. 6.5 0
node 12 30. -6.5 0
node 3 60. 6.5 0
node 13 60. -6.5 0
node 4 90. 0 0
node 14 90. -6.5 0
node 5 120. 6.5 0
node 15 120. -6.5 0
node 6 150. 6.5 0
node 16 150. -6.5 0
node 1001 0 6.5 0
node 1011 0 -6.5 0
node 1006 150. 6.5 0
node 1016 150. -6.5 0
node 102 30. 6.5 0
node 101 30. 6.5 -10.93
node 21 0 0 0
node 22 30. 0 0
node 25 120. 0 0
node 26 150. 0 0

node 112 30. -6.5 0
node 111 30. -6.5 -10.93

node 201 60. 6.5 -32.39

node 211 60. -6.5 -32.39

node 301 90. 6.5 -29.93

node 311 90. -6.5 -29.93
node 401 120. 6.5 -10.62
node 402 120. 6.5 0
node 411 120. -6.5 -10.26
node 412 120. -6.5 0
node 233 75. 0 0
node 1021 0 0 0
node 1022 30. 0 0
node 1025 120. 0 0
node 1026 150. 0 0

fix 101 1 1 1 1 1 1
fix 111 1 1 1 1 1 1
fix 201 1 1 1 1 1 1
fix 211 1 1 1 1 1 1
fix 301 1 1 1 1 1 1
fix 311 1 1 1 1 1 1
fix 401 1 1 1 1 1 1
fix 411 1 1 1 1 1 1

fix 21 0 1 1 1 1 0
fix 1021 0 1 1 1 1 0
fix 1 0 1 1 1 1 0
fix 1001 0 1 1 1 1 0
fix 11 0 1 1 1 1 0
fix 1011 0 1 1 1 1 0
fix 12 0 1 1 1 1 0
fix 112 0 1 1 1 1 0
fix 22 0 1 1 1 1 0
fix 1022 0 1 1 1 1 0
fix 2 0 1 1 1 1 0
fix 102 0 1 1 1 1 0
fix 15 0 1 1 1 1 0
fix 412 0 1 1 1 1 0
fix 25 0 1 1 1 1 0
fix 1025 0 1 1 1 1 0
fix 5 0 1 1 1 1 0
fix 402 0 1 1 1 1 0
fix 16 0 1 1 1 1 0
fix 1016 0 1 1 1 1 0
fix 26 0 1 1 1 1 0
fix 1026 0 1 1 1 1 0
fix 6 0 1 1 1 1 0
fix 1006 0 1 1 1 1 0

# -----------------------------Define materials------------------------------



# define section geometry
set L1Col [expr 10930.*$mm]
set L2Col [expr 32390.*$mm]
set L3Col [expr 29930.*$mm]
set L4Col [expr 10620.*$mm]
set D1Col [expr 1.6*$m]; # Column Diameter
set D2Col [expr 1.8*$m];
set D3Col [expr 1.8*$m];
set D4Col [expr 1.6*$m];
set R1Col [expr $D1Col/2.]; # Column Radius
set R2Col [expr $D2Col/2.];
set R3Col [expr $D3Col/2.];
set R4Col [expr $D4Col/2.];

# calculated geometry parameters
set A1Col [expr $PI*pow($R1Col,2)]; # cross-sectional area
set A2Col [expr $PI*pow($R2Col,2)];
set A3Col [expr $PI*pow($R3Col,2)];
set A4Col [expr $PI*pow($R4Col,2)];

set Iz1Col [expr ($PI*pow($D1Col,4))/64.];
set Iz2Col [expr ($PI*pow($D2Col,4))/64.];
set Iz3Col [expr ($PI*pow($D3Col,4))/64.];
set Iz4Col [expr ($PI*pow($D4Col,4))/64.];
# Define ELEMENTS & SECTIONS -------------------------------------------------------------
set ColSecTag1 1; # assign a tag number to the column section
set ColSecTag2 2;
# define section geometry
set coverCol [expr 152.*$mm]; # Column cover width
set R1core [expr ($R1Col-$coverCol)]; # Column inner radius of column section
set R2core [expr ($R2Col-$coverCol)]; # Column inner radius of column section
set R3core [expr ($R3Col-$coverCol)]; # Column inner radius of column section
set R4core [expr ($R4Col-$coverCol)]; # Column inner radius of column section

set numBarsCol1 34; # number of longitudinal-reinforcement bars in column. (symmetric top & bot)
set numBarsCol2 38;
set Dbar [expr 28.*$mm]; # Diameter of bar
set Abar [expr $PI*pow($Dbar,2)/4.0]; # area of individual bar
set barAreaCol1 [expr $numBarsCol1*$Abar]; # all area of longitudinal-reinforcement bars
set barAreaCol2 [expr $numBarsCol2*$Abar];

set DS [expr 10.*$mm]; # 箍筋直径
set SAV [expr $PI*pow($DS,2)/4.0]; # 箍筋截面面积
set SV [expr 200.*$mm]; # 箍筋间距
set SV1 [expr ($SV-$DS)];
set FGY [expr 394.*$MPa]; # 箍筋屈服强度
set Dcore1 [expr 2.0*($R1core-$DS)];
set pcc1 [expr 4*$barAreaCol1/($PI*pow($Dcore1,2))];
set ke1 [expr (1-$SV1/(2*$Dcore1))/(1-$pcc1)];
set Dcore2 [expr 2.0*($R2core-$DS)];
set pcc2 [expr 4*$barAreaCol1/($PI*pow($Dcore2,2))];
set ke2 [expr (1-$SV1/(2*$Dcore2))/(1-$pcc2)];

#pier(C30)
# nominal concrete compressive strength
set fc [expr 14.3*$MPa]; # CONCRETE Compressive Strength, ksi (+Tension, -Compression)
set Ec [expr 5000.*sqrt($fc)*$MPa]; # Concrete Elastic Modulus
set nu 0.2;
set Gc [expr $Ec/2./[expr 1+$nu]]; # Torsional stiffness Modulus
# confined concrete----------------------------------------------------
set x0 0.002;
set y2 [expr 2*$SAV*$FGY*$ke1/($Dcore1*$SV)];
set fc1f [expr ($fc*(-1.245+2.245*sqrt(1+7.94*$y2/$fc)-2*$y2/$fc))];
set eps1f [expr $x0*(1+5*($fc1f/$fc-1))];
set Esec [expr $fc1f/$eps1f];
set R [expr $Ec/($Ec-$Esec)];
set eps2f [expr 2.0*$eps1f];
set fc2f [expr ($fc1f*($eps2f/$eps1f)*$R)/($R-1+pow($eps2f/$eps1f,$R))];

set y2 [expr 2*$SAV*$FGY*$ke2/($Dcore2*$SV)];
set fc1f2 [expr ($fc*(-1.245+2.245*sqrt(1+7.94*$y2/$fc)-2*$y2/$fc))];
set eps1f2 [expr $x0*(1+5*($fc1f2/$fc-1))];
set Esec2 [expr $fc1f2/$eps1f2];
set R2 [expr $Ec/($Ec-$Esec2)];
set eps2f2 [expr 2.0*$eps1f2];
set fc2f2 [expr ($fc1f2*($eps2f2/$eps1f2)*$R2)/($R2-1+pow($eps2f2/$eps1f2,$R2))];
# unconfined concrete-------------------------------------------------------
set fc1u -$fc; # UNCONFINED concrete (todeschini parabolic model), maximum stress
set eps1u [expr -$x0]; # strain at maximum strength of unconfined concrete
set fc2u [expr -0.85*$fc]; # ultimate stress
set eps2u -0.004; # strain at ultimate stress
set lambda 0.01; # ratio between unloading slope at $eps2 and initial slope $Ec
# tensile-strength properties
set ftu [expr -$fc1u/10.0]; # tensile strength +tension
set Ets [expr -$ftu/0.002]; # tension softening stiffness
# steel-----------
set Fy [expr 374.*$MPa]; # STEEL yield stress(不准确暂时）
set Es [expr 1.78e5*$MPa]; # modulus of steel
set Bs 0.005; # strain-hardening ratio
set R0 15;
set cR1 0.925;
set cR2 0.15;

uniaxialMaterial Concrete02 1 $fc1u $eps1u $fc2u $eps2u $lambda $ftu $Ets; # build cover concrete (unconfined)
uniaxialMaterial Concrete02 2 $fc1f $eps1f $fc2f $eps2f $lambda $ftu $Ets; # build cover concrete (confined)
uniaxialMaterial Concrete02 4 $fc1f2 $eps1f2 $fc2f2 $eps2f2 $lambda $ftu $Ets; # build cover concrete (confined)截面2
uniaxialMaterial Steel02 3 $Fy $Es $Bs $R0 $cR1 $cR2;
uniaxialMaterial Elastic 5 1.617e6
uniaxialMaterial Elastic 6 1.095e6

# FIBER SECTION properties -------------------------------------------------------------
# symmetric section
# RC section:

set nfcoreC 25
set nfcoreR 20
set nfcoverC 25
set nfcoverR 2
section Fiber $ColSecTag1 {
patch circ 1 $nfcoverC $nfcoverR 0. 0. $R1core $R1Col 0. 360.;
patch circ 2 $nfcoreC $nfcoreR 0. 0. 0. $R1core 0. 360.;
layer circ 3 $numBarsCol1 $Abar 0. 0. $R1core 0. [expr 360-360/$numBarsCol1];
};
section Fiber $ColSecTag2 {
patch circ 1 $nfcoverC $nfcoverR 0. 0. $R2core $R2Col 0. 360.;
patch circ 2 $nfcoreC $nfcoreR 0. 0. 0. $R2core 0. 360.;
layer circ 3 $numBarsCol2 $Abar 0. 0. $R2core 0. [expr 360-360/$numBarsCol2];
};

geomTransf PDelta 1 0 -1 0

set Acc1 $A1Col
set Izc1 $Iz1Col
set Iyc1 $Iz1Col
set Acc2 $A2Col
set Izc2 $Iz2Col
set Iyc2 $Iz2Col
set Gcc [expr 0.4*$Ec]
set Jcc 0.497
set Lp1 [expr 1.428*$m];
set Lp2 [expr 3.145*$m];
set Lp3 [expr 2.948*$m];
set Lp4 [expr 1.403*$m];

element beamWithHinges 10 101 102 1 $Lp1 1 $Lp1 $Ec $Acc1 $Izc1 $Iyc1 $Gcc $Jcc 1
element beamWithHinges 11 111 112 1 $Lp1 1 $Lp1 $Ec $Acc1 $Izc1 $Iyc1 $Gcc $Jcc 1
element beamWithHinges 20 201 003 2 $Lp2 2 $Lp2 $Ec $Acc2 $Izc2 $Iyc2 $Gcc $Jcc 1
element beamWithHinges 21 211 013 2 $Lp2 2 $Lp2 $Ec $Acc2 $Izc2 $Iyc2 $Gcc $Jcc 1
element beamWithHinges 30 301 004 2 $Lp3 2 $Lp3 $Ec $Acc2 $Izc2 $Iyc2 $Gcc $Jcc 1
element beamWithHinges 31 311 014 2 $Lp3 2 $Lp3 $Ec $Acc2 $Izc2 $Iyc2 $Gcc $Jcc 1
element beamWithHinges 40 401 402 1 $Lp4 1 $Lp4 $Ec $Acc1 $Izc1 $Iyc1 $Gcc $Jcc 1
element beamWithHinges 41 411 412 1 $Lp4 1 $Lp4 $Ec $Acc1 $Izc1 $Iyc1 $Gcc $Jcc 1

rigidDiaphragm 3 233 21 22 25 26 1 11 2 12 3 13 4 14 5 15 6 16
rigidDiaphragm 3 1021 1011 1001
rigidDiaphragm 3 1022 112 102
rigidDiaphragm 3 1025 412 402
rigidDiaphragm 3 1026 1016 1006
equalDOF 021 1021 2 3 4 5
equalDOF 022 1022 2 3 4 5
equalDOF 025 1025 2 3 4 5
equalDOF 026 1026 2 3 4 5

element zeroLength 50 2 102 -mat 5 -dir 1
element zeroLength 51 22 1022 -mat 5 -dir 1
element zeroLength 52 12 112 -mat 5 -dir 1
element zeroLength 53 5 402 -mat 5 -dir 1
element zeroLength 54 25 1025 -mat 5 -dir 1
element zeroLength 55 15 412 -mat 5 -dir 1

element zeroLength 56 6 1006 -mat 6 -dir 1
element zeroLength 57 26 1026 -mat 6 -dir 1
element zeroLength 58 16 1016 -mat 6 -dir 1
element zeroLength 59 1 1001 -mat 6 -dir 1
element zeroLength 60 21 1021 -mat 6 -dir 1
element zeroLength 61 11 1011 -mat 6 -dir 1

mass 102 549.1 549.1 549.1 549.1 549.1 549.1
mass 112 549.1 549.1 549.1 549.1 549.1 549.1
mass 3 2059.5 2059.5 0 0 0 2059.5
mass 13 2059.5 2059.5 0 0 0 2059.5
mass 4 1903.1 1903.1 0 0 0 1903.1
mass 14 1903.1 1903.1 0 0 0 1903.1
mass 5 533.5 533.5 533.5 533.5 533.5 533.5
mass 15 533.5 533.5 533.5 533.5 533.5 533.5


mass 233 341250. 341250. 0 0 0 341250.

#-------------------------------Define mass on nodes -------------------------------------------
#-------------------------------the eigen value---------------------------------------

set a [eigen 4 ]
puts $a
set pi 3.1415926
for {set level 0} {$level <=3} {incr level 1} {
set lambda [lindex $a $level]
set f [expr pow($lambda,0.5)/2/$pi]
set T [expr 2*$pi/pow($lambda,0.5)]
puts $frequency "$f"
puts $period "$T"
}
close $frequency
close $period

[vesna]

Your code does not look good to me:

Here you will find an example on how to do it:
http://opensees.berkeley.edu/wiki/index ... e_analysis

[yuyanyanmegan]

OK,thanks a lot！

[mjahmadian]

hello

I modelling a three story frame.from opensees period of mode 1 is 1.33.when use other software give period much less

this is my model:

# units kg,m

wipe
loadConst -time 0.0

# NUMBER OF DIMENTION AND DEGREES OF FREEDOM

model basic -ndm 2 -ndf 3

# define nod
node 1 0 0
node 2 5 0
node 3 8 0
node 4 12 0

node 5 0 3
node 6 5 3
node 7 8 3
node 8 12 3

node 9 0 6
node 10 5 6
node 11 8 6
node 12 12 6

node 13 0 9
node 14 5 9
node 15 8 9
node 16 12 9


fix 1 1 1 1
fix 2 1 1 1
fix 3 1 1 1
fix 4 1 1 1


equalDOF 5 6 1
equalDOF 6 7 1
equalDOF 7 8 1

equalDOF 9 10 1
equalDOF 10 11 1
equalDOF 11 12 1

equalDOF 13 14 1
equalDOF 14 15 1
equalDOF 15 16 1


#uniaxialMaterial Steel02 $matTag $Fy $E $b $R0 $cR1 $cR2 $a1 $a2 $a3 $a4
uniaxialMaterial Steel02 1 275000000 199900000000 0.03 20 0.925 0.15


mass 5 [expr (490+0.2*245)*5*10] 0.000001 0
mass 8 [expr (490+0.2*245)*5*10] 0.000001 0
mass 9 [expr (490+0.2*245)*5*10] 0.000001 0
mass 12 [expr (490+0.2*245)*5*10] 0.000001 0
mass 13 [expr (490+0.2*245)*5*10] 0.000001 0
mass 16 [expr (490+0.2*245)*5*10] 0.000001 0


proc Wsection { secID matID d tw bf tf nfdw nftw nfbf nftf} {
# ###################################################################
# Wsection $secID $matID $d $bf $tf $tw $nfdw $nftw $nfbf $nftf
# ###################################################################
# create a standard W section given the nominal section properties
# written: Remo M. de Souza
# date: 06/99
# modified: 08/99 (according to the new general modelbuilder)
# input parameters
# secID - section ID number
# matID - material ID number
# d = nominal depth
# tw = web thickness
# bf = flange width
# tf = flange thickness
# nfdw = number of fibers along web depth
# nftw = number of fibers along web thickness
# nfbf = number of fibers along flange width
# nftf = number of fibers along flange thickness

set dw [expr $d - 2 * $tf]
set y1 [expr -$d/2]
set y2 [expr -$dw/2]
set y3 [expr $dw/2]
set y4 [expr $d/2]

set z1 [expr -$bf/2]
set z2 [expr -$tw/2]
set z3 [expr $tw/2]
set z4 [expr $bf/2]

section fiberSec $secID {
# nfIJ nfJK yI zI yJ zJ yK zK yL zL
patch quadr $matID $nfbf $nftf $y1 $z4 $y1 $z1 $y2 $z1 $y2 $z4
patch quadr $matID $nftw $nfdw $y2 $z3 $y2 $z2 $y3 $z2 $y3 $z3
patch quadr $matID $nfbf $nftf $y3 $z4 $y3 $z1 $y4 $z1 $y4 $z4
}
}

##################### Model section #####################
### ipe 240
#tag matID d tw bf tf nfdw nftw nfbf nftf
Wsection 1 1 0.24 0.0062 0.12 0.0098 12 4 12 4





geomTransf PDelta 1
geomTransf Linear 2




###################### Define Element ##########################

#Cloumns ############## define nolinear column


element nonlinearBeamColumn 1 1 5 5 1 1
element nonlinearBeamColumn 2 2 6 5 1 1
element nonlinearBeamColumn 3 3 7 5 1 1

element nonlinearBeamColumn 4 4 8 5 1 1
element nonlinearBeamColumn 5 5 9 5 1 1
element nonlinearBeamColumn 6 6 10 5 1 1

element nonlinearBeamColumn 7 7 11 5 1 1
element nonlinearBeamColumn 8 8 12 5 1 1
element nonlinearBeamColumn 9 9 13 5 1 1
element nonlinearBeamColumn 10 10 14 5 1 1
element nonlinearBeamColumn 11 11 15 5 1 1
element nonlinearBeamColumn 12 12 16 5 1 1

#BEAMS ############## define nolinear BEAMS
# element nonlinearBeamColumn $eleTag $iNode $jNode $numIntgrPts $secTag $transfTag <-mass $massDens>



element nonlinearBeamColumn 13 5 6 5 1 2
element nonlinearBeamColumn 14 6 7 5 1 2
element nonlinearBeamColumn 15 7 8 5 1 2

element nonlinearBeamColumn 16 9 10 5 1 2
element nonlinearBeamColumn 17 10 11 5 1 2
element nonlinearBeamColumn 18 11 12 5 1 2


element nonlinearBeamColumn 19 13 14 5 1 2
element nonlinearBeamColumn 20 14 15 5 1 2
element nonlinearBeamColumn 21 15 16 5 1 2




puts " END OF MODEL GENERATION "



set GravSteps 10

constraints Plain;
numberer RCM; # renumber dof's to minimize band-width
system UmfPack;
test EnergyIncr 1.0e-8 10 1
algorithm KrylovNewton
integrator LoadControl 0.01
analysis Static
analyze $GravSteps
puts "Gravity Analyze Perform Successfully..."


set pi 3.14
set autoval [eigen 4]
puts "
EIGEN VALUES: $autoval"
set T1 [expr 2*$pi/pow([lindex $autoval 0],.5)]
set T2 [expr 2*$pi/pow([lindex $autoval 1],.5)]
set T3 [expr 2*$pi/pow([lindex $autoval 2],.5)]
set T4 [expr 2*$pi/pow([lindex $autoval 3],.5)]

puts "PERIODS: $T1 , $T2 , $T3 , $T4
* Finished Eigen Analysis After Gravity Anlalyze... *
"


PLEASE HELP ME

thanks alot.