I have the rigidlink beam and equalDOF command in my model and i tried all of the constrained but non of the them worked except the "Constrain transformation " can i use it ?fmk wrote: ↑Thu Feb 05, 2015 3:54 pm you can use equalDOF again .. but you will have to modify some of the existing equalDOF commands, i.e. you cannot constrain the 1 dof to 1 node and then that node to another node as well. once done with the costraints use the Penalty method to enforce them. (The transformation method is not going to like all the constraints).
alternativily you could just increase the A of the elastic beam members between the springs (the constraint will be good enough)
Search found 29 matches
- Wed Jun 10, 2020 6:12 am
- Forum: OpenSees.exe Users
- Topic: modelong of rigid diaphragm in 2d steel frame
- Replies: 9
- Views: 11586
Re: modelong of rigid diaphragm in 2d steel frame
- Sat May 02, 2020 2:31 pm
- Forum: OpenSees.exe Users
- Topic: modeling a simply supported bridge complex eigenvalue
- Replies: 5
- Views: 5305
Re: modeling a simply supported bridge complex eigenvalue
assimi wrote:
> It got solved, there is a problem in support nodes and it's ambiguously
> mentioned in the literature.
how did you fix it? i have same problem
> It got solved, there is a problem in support nodes and it's ambiguously
> mentioned in the literature.
how did you fix it? i have same problem
- Wed Apr 29, 2020 1:05 am
- Forum: OpenSees.exe Users
- Topic: WARNING BandGenLinLapackSolver::solve() -LAPACK routine
- Replies: 13
- Views: 14965
Re: WARNING BandGenLinLapackSolver::solve() -LAPACK routine
my periods became to low 4.6e-154 can any one give me some advice?
- Tue Apr 28, 2020 1:42 pm
- Forum: OpenSees.exe Users
- Topic: how to set Iso2spring section in a frame?
- Replies: 1
- Views: 2320
Re: how to set Iso2spring section in a frame?
luochuizi wrote:
> i want to use Iso2spring section to make a Dynamic analyse in 1*1 frame
> .but the model work wrong like this:
> ProfileSPDLinDirectSolver::solve() - aii < 0 (i, aii): (8, 0).
> what's wrong with the model? help please!
> here is the model code :
> wipe
> model basic -ndm 2 -ndf 3;
> node 1 0 0;
> node 2 6000 0;
> node 3 0 3600 ;
> node 4 6000 3600;
> node 5 0 0;
> node 6 6000 0;
> fix 1 1 1 1;
> fix 2 1 1 1;
> fix 5 0 0 1;
> fix 6 0 0 1;
> set cwidth 400;
> set chigh 400;
> set bwight 200;
> set bhigh 450;
> set cover 30;
>
> #Units: mm, dimensionless
> set g 9820
> #set PI [expr 2.0 * asin(1.0)]
> # Define the model builder
> #model BasicBuilder -ndm 2 -ndf 3
> ## Assumed parameters which define system
> ## Period associated with second stiffness k2o
> #set Tb 2.5
> ## Normalized axial load parameter P/Pcr. Vary to produce data for Figure
> 4a
> set PPcr 0.001
> ## Normalized axial load paramter P/Po. Vary to produce data for Figure 4b
> set PPo 0.25
> ## Unit mass
> set M 1.0
> # Bearing shape factor
> set S 20.0
> ## Yield displacement
> set uy 1.0
> ## Strength coefficient (determines yield strength)
> set mu 0.1
> set tol 1.0e-10
> ### Parameters computed from the assumed ones
> #set wb [expr (2.0*$PI/$Tb)]
> set k2o 30
> set Fyo 1000
> set k1 200
> set kvo [expr 6.0*$S*$S*$k2o]
> set Pcr [expr $M*$g/$PPcr]
> set Pe [expr 50.0*$Pcr]
> set Ps [expr 1.0/50.0*$Pcr]
> set hb [expr $Ps/$k2o]
> set Po [expr $M*$g/$PPo]
> ################
> uniaxialMaterial Concrete01 1 -36.1 -0.002 -7.2 -0.006;
> uniaxialMaterial Concrete01 2 -45.5 -0.0025 -9.1 -0.012;
> uniaxialMaterial Concrete01 3 -42.4 -0.0025 -8.3 -0.010;
> uniaxialMaterial Steel01 4 420 200000 0.02;
> uniaxialMaterial Steel02 5 100000 2000 0.15
> section Fiber 1 {
> patch rect 2 10 10 [expr 0.5*$cwidth-$cover] [expr 0.5*$chigh-$cover] [expr
> -(0.5*$cwidth-$cover)] [expr -(0.5*$chigh-$cover)]
> patch rect 1 8 1 [expr -0.5*$cwidth] [expr 0.5*$chigh-$cover] [expr
> 0.5*$cwidth] [expr 0.5*$chigh]
> patch rect 1 8 1 [expr -0.5*$cwidth] [expr -(0.5*$chigh-$cover)] [expr
> 0.5*$cwidth] [expr -0.5*$chigh]
> patch rect 1 4 1 [expr -0.5*$cwidth] [expr 0.5*$chigh-$cover] [expr
> -(0.5*$cwidth-$cover)] [expr -(0.5*$chigh-$cover)]
> patch rect 1 4 1 [expr 0.5*$cwidth-$cover] [expr 0.5*$chigh-$cover] [expr
> 0.5*$cwidth] [expr -(0.5*$chigh-$cover)]
> layer straight 4 4 201.1 [expr 0.5*$cwidth-$cover] [expr 0.5*$chigh-$cover]
> [expr 0.5*$cwidth-$cover] [expr -(0.5*$chigh-$cover)]
> layer straight 4 2 201.1 [expr (0.5*$cwidth-$cover)/3] [expr
> 0.5*$chigh-$cover] [expr (0.5*$cwidth-$cover)/3] [expr
> -(0.5*$chigh-$cover)]
> layer straight 4 2 201.1 [expr -(0.5*$cwidth-$cover)/3] [expr
> 0.5*$chigh-$cover] [expr -(0.5*$cwidth-$cover)/3] [expr
> -(0.5*$chigh-$cover)]
> layer straight 4 4 201.1 [expr -(0.5*$cwidth-$cover)] [expr
> 0.5*$chigh-$cover] [expr -(0.5*$cwidth-$cover)] [expr -(0.5*$chigh-$cover)]
> }
> section Fiber 2 {
> patch rect 3 10 4 [expr 0.5*$bhigh-$cover] [expr 0.5*$bwight-$cover] [expr
> -(0.5*$bhigh-$cover)] [expr -(0.5*$bwight-$cover)]
> patch rect 1 2 1 [expr -0.5*$bhigh] [expr 0.5*$bwight-$cover] [expr
> 0.5*$bhigh] [expr 0.5*$bwight]
> patch rect 1 2 1 [expr -0.5*$bhigh] [expr -(0.5*$bwight-$cover)] [expr
> 0.5*$bhigh] [expr -0.5*$bwight]
> patch rect 1 2 1 [expr -0.5*$bhigh] [expr 0.5*$bwight-$cover] [expr
> -(0.5*$bhigh-$cover)] [expr -(0.5*$bwight-$cover)]
> patch rect 1 2 1 [expr 0.5*$bhigh-$cover] [expr 0.5*$bwight-$cover] [expr
> 0.5*$bhigh] [expr -(0.5*$bwight-$cover)]
> layer straight 4 3 201.1 [expr 0.5*$bhigh-$cover] [expr 0.5*$bwight-$cover]
> [expr 0.5*$bhigh-$cover] [expr -(0.5*$bwight-$cover)]
> layer straight 4 3 201.1 [expr -(0.5*$bhigh-$cover)] [expr
> 0.5*$bwight-$cover] [expr -(0.5*$bhigh-$cover)] [expr
> -(0.5*$bwight-$cover)]
> }
> # Create Iso2spring section
> section Iso2spring 3 $tol $k1 $Fyo $k2o $kvo $hb $Pe $Po
> geomTransf Linear 1;
> geomTransf Linear 2;
> element nonlinearBeamColumn 1 5 3 5 1 1;
> element nonlinearBeamColumn 2 6 4 5 1 1;
> element nonlinearBeamColumn 3 3 4 5 2 2;
> element zeroLengthSection 4 1 5 3
> element zeroLengthSection 5 2 6 3
>
> recorder Node -file disp_34.out -time -node 3 4 -dof 1 disp;
> recorder Node -file reaction_1.out -time -node 1 -dof 1 2 3 reaction;
> recorder Node -file reaction_2.out -time -node 2 -dof 1 2 3 reaction;
> recorder Element -file NC_stressStrain.out -time -ele 1 section 1 fiber
> [expr ($cwidth/2)] 0 2 stressStrain ;
> recorder Element -file NR_stressStrain.out -time -ele 1 section 1 fiber
> [expr 0.5*$bhigh-$cover] [expr (0.5*$cwidth-$cover)/3] 4 stressStrain;
> recorder Element -file deforcol_1.out -time -ele 1 section 1 deformation;
> recorder Element -file deforcol_2.out -time -ele 2 section 1 deformation;
> recorder Element -file forcecol_1.out -time -ele 1 section 1 force;
> recorder Element -file forcecol_2.out -time -ele 2 section 1 force;
> recorder Element -file deforcol_4.out -time -ele 4 deformation;
> recorder Element -file force_4.out -time -ele 4 force;
> recorder Element -file force_1.out -time -ele 1 force;
>
> loadConst -time 0
> mass 3 20. 0. 0
> mass 4 20. 0. 0
> timeSeries Path 1 -dt 0.02 -filePath tabas.txt -factor 385.8;
>
> pattern UniformExcitation 2 1 -accel 1
> set temp [eigen 1]
> scan $temp "%e" w1s
> set w1 [expr sqrt($w1s)]
> puts "第一阶频率 f: [expr $w1/6.28]"
> set ksi 0.02
> set a0 0
> set a1 [expr $ksi*2.0/$w1]
> rayleigh $a0 0.0 $a1 0.0
> wipeAnalysis
>
> constraints Plain
> numberer Plain
> system BandGeneral
> test NormDispIncr 1.0e-8 10 2
> algorithm Newton
> integrator Newmark 0.5 0.25
>
> analysis Transient
> analyze 500 0.02
> puts " earthquake finished..."
I have same problem how did you fix it ?
> i want to use Iso2spring section to make a Dynamic analyse in 1*1 frame
> .but the model work wrong like this:
> ProfileSPDLinDirectSolver::solve() - aii < 0 (i, aii): (8, 0).
> what's wrong with the model? help please!
> here is the model code :
> wipe
> model basic -ndm 2 -ndf 3;
> node 1 0 0;
> node 2 6000 0;
> node 3 0 3600 ;
> node 4 6000 3600;
> node 5 0 0;
> node 6 6000 0;
> fix 1 1 1 1;
> fix 2 1 1 1;
> fix 5 0 0 1;
> fix 6 0 0 1;
> set cwidth 400;
> set chigh 400;
> set bwight 200;
> set bhigh 450;
> set cover 30;
>
> #Units: mm, dimensionless
> set g 9820
> #set PI [expr 2.0 * asin(1.0)]
> # Define the model builder
> #model BasicBuilder -ndm 2 -ndf 3
> ## Assumed parameters which define system
> ## Period associated with second stiffness k2o
> #set Tb 2.5
> ## Normalized axial load parameter P/Pcr. Vary to produce data for Figure
> 4a
> set PPcr 0.001
> ## Normalized axial load paramter P/Po. Vary to produce data for Figure 4b
> set PPo 0.25
> ## Unit mass
> set M 1.0
> # Bearing shape factor
> set S 20.0
> ## Yield displacement
> set uy 1.0
> ## Strength coefficient (determines yield strength)
> set mu 0.1
> set tol 1.0e-10
> ### Parameters computed from the assumed ones
> #set wb [expr (2.0*$PI/$Tb)]
> set k2o 30
> set Fyo 1000
> set k1 200
> set kvo [expr 6.0*$S*$S*$k2o]
> set Pcr [expr $M*$g/$PPcr]
> set Pe [expr 50.0*$Pcr]
> set Ps [expr 1.0/50.0*$Pcr]
> set hb [expr $Ps/$k2o]
> set Po [expr $M*$g/$PPo]
> ################
> uniaxialMaterial Concrete01 1 -36.1 -0.002 -7.2 -0.006;
> uniaxialMaterial Concrete01 2 -45.5 -0.0025 -9.1 -0.012;
> uniaxialMaterial Concrete01 3 -42.4 -0.0025 -8.3 -0.010;
> uniaxialMaterial Steel01 4 420 200000 0.02;
> uniaxialMaterial Steel02 5 100000 2000 0.15
> section Fiber 1 {
> patch rect 2 10 10 [expr 0.5*$cwidth-$cover] [expr 0.5*$chigh-$cover] [expr
> -(0.5*$cwidth-$cover)] [expr -(0.5*$chigh-$cover)]
> patch rect 1 8 1 [expr -0.5*$cwidth] [expr 0.5*$chigh-$cover] [expr
> 0.5*$cwidth] [expr 0.5*$chigh]
> patch rect 1 8 1 [expr -0.5*$cwidth] [expr -(0.5*$chigh-$cover)] [expr
> 0.5*$cwidth] [expr -0.5*$chigh]
> patch rect 1 4 1 [expr -0.5*$cwidth] [expr 0.5*$chigh-$cover] [expr
> -(0.5*$cwidth-$cover)] [expr -(0.5*$chigh-$cover)]
> patch rect 1 4 1 [expr 0.5*$cwidth-$cover] [expr 0.5*$chigh-$cover] [expr
> 0.5*$cwidth] [expr -(0.5*$chigh-$cover)]
> layer straight 4 4 201.1 [expr 0.5*$cwidth-$cover] [expr 0.5*$chigh-$cover]
> [expr 0.5*$cwidth-$cover] [expr -(0.5*$chigh-$cover)]
> layer straight 4 2 201.1 [expr (0.5*$cwidth-$cover)/3] [expr
> 0.5*$chigh-$cover] [expr (0.5*$cwidth-$cover)/3] [expr
> -(0.5*$chigh-$cover)]
> layer straight 4 2 201.1 [expr -(0.5*$cwidth-$cover)/3] [expr
> 0.5*$chigh-$cover] [expr -(0.5*$cwidth-$cover)/3] [expr
> -(0.5*$chigh-$cover)]
> layer straight 4 4 201.1 [expr -(0.5*$cwidth-$cover)] [expr
> 0.5*$chigh-$cover] [expr -(0.5*$cwidth-$cover)] [expr -(0.5*$chigh-$cover)]
> }
> section Fiber 2 {
> patch rect 3 10 4 [expr 0.5*$bhigh-$cover] [expr 0.5*$bwight-$cover] [expr
> -(0.5*$bhigh-$cover)] [expr -(0.5*$bwight-$cover)]
> patch rect 1 2 1 [expr -0.5*$bhigh] [expr 0.5*$bwight-$cover] [expr
> 0.5*$bhigh] [expr 0.5*$bwight]
> patch rect 1 2 1 [expr -0.5*$bhigh] [expr -(0.5*$bwight-$cover)] [expr
> 0.5*$bhigh] [expr -0.5*$bwight]
> patch rect 1 2 1 [expr -0.5*$bhigh] [expr 0.5*$bwight-$cover] [expr
> -(0.5*$bhigh-$cover)] [expr -(0.5*$bwight-$cover)]
> patch rect 1 2 1 [expr 0.5*$bhigh-$cover] [expr 0.5*$bwight-$cover] [expr
> 0.5*$bhigh] [expr -(0.5*$bwight-$cover)]
> layer straight 4 3 201.1 [expr 0.5*$bhigh-$cover] [expr 0.5*$bwight-$cover]
> [expr 0.5*$bhigh-$cover] [expr -(0.5*$bwight-$cover)]
> layer straight 4 3 201.1 [expr -(0.5*$bhigh-$cover)] [expr
> 0.5*$bwight-$cover] [expr -(0.5*$bhigh-$cover)] [expr
> -(0.5*$bwight-$cover)]
> }
> # Create Iso2spring section
> section Iso2spring 3 $tol $k1 $Fyo $k2o $kvo $hb $Pe $Po
> geomTransf Linear 1;
> geomTransf Linear 2;
> element nonlinearBeamColumn 1 5 3 5 1 1;
> element nonlinearBeamColumn 2 6 4 5 1 1;
> element nonlinearBeamColumn 3 3 4 5 2 2;
> element zeroLengthSection 4 1 5 3
> element zeroLengthSection 5 2 6 3
>
> recorder Node -file disp_34.out -time -node 3 4 -dof 1 disp;
> recorder Node -file reaction_1.out -time -node 1 -dof 1 2 3 reaction;
> recorder Node -file reaction_2.out -time -node 2 -dof 1 2 3 reaction;
> recorder Element -file NC_stressStrain.out -time -ele 1 section 1 fiber
> [expr ($cwidth/2)] 0 2 stressStrain ;
> recorder Element -file NR_stressStrain.out -time -ele 1 section 1 fiber
> [expr 0.5*$bhigh-$cover] [expr (0.5*$cwidth-$cover)/3] 4 stressStrain;
> recorder Element -file deforcol_1.out -time -ele 1 section 1 deformation;
> recorder Element -file deforcol_2.out -time -ele 2 section 1 deformation;
> recorder Element -file forcecol_1.out -time -ele 1 section 1 force;
> recorder Element -file forcecol_2.out -time -ele 2 section 1 force;
> recorder Element -file deforcol_4.out -time -ele 4 deformation;
> recorder Element -file force_4.out -time -ele 4 force;
> recorder Element -file force_1.out -time -ele 1 force;
>
> loadConst -time 0
> mass 3 20. 0. 0
> mass 4 20. 0. 0
> timeSeries Path 1 -dt 0.02 -filePath tabas.txt -factor 385.8;
>
> pattern UniformExcitation 2 1 -accel 1
> set temp [eigen 1]
> scan $temp "%e" w1s
> set w1 [expr sqrt($w1s)]
> puts "第一阶频率 f: [expr $w1/6.28]"
> set ksi 0.02
> set a0 0
> set a1 [expr $ksi*2.0/$w1]
> rayleigh $a0 0.0 $a1 0.0
> wipeAnalysis
>
> constraints Plain
> numberer Plain
> system BandGeneral
> test NormDispIncr 1.0e-8 10 2
> algorithm Newton
> integrator Newmark 0.5 0.25
>
> analysis Transient
> analyze 500 0.02
> puts " earthquake finished..."
I have same problem how did you fix it ?
- Tue Apr 28, 2020 1:28 pm
- Forum: OpenSees.exe Users
- Topic: Problem with zerolength element
- Replies: 9
- Views: 5934
Re: Problem with zerolength element
anitaa wrote:
> From my experience the error message you've sent is related to some form of
> instability with the structure (nodes not connected correctly, not enough
> constraints, or in my case the low torsional stiffness of the elastic
> elements).
>
> Try:
> 1) Assigning a rigid elastic material to the translational degrees of
> freedom of the spring, i.e. DOF 1 and 2. I believe now only DOF 6 has been
> defined.
>
> 2) Putting an elastic element where you have the springs now (change the
> location of the second node such that there is a small length so that the
> elastic element will work). This way you can see if the problem is the
> spring definition or there is an error somewhere else in our model.
thank you for it ,
my period became too low like 4.68e-154, can you give me some advice?
> From my experience the error message you've sent is related to some form of
> instability with the structure (nodes not connected correctly, not enough
> constraints, or in my case the low torsional stiffness of the elastic
> elements).
>
> Try:
> 1) Assigning a rigid elastic material to the translational degrees of
> freedom of the spring, i.e. DOF 1 and 2. I believe now only DOF 6 has been
> defined.
>
> 2) Putting an elastic element where you have the springs now (change the
> location of the second node such that there is a small length so that the
> elastic element will work). This way you can see if the problem is the
> spring definition or there is an error somewhere else in our model.
thank you for it ,
my period became too low like 4.68e-154, can you give me some advice?
- Tue Apr 28, 2020 1:26 pm
- Forum: OpenSees.exe Users
- Topic: Problem with zerolength element
- Replies: 9
- Views: 5934
Re: Problem with zerolength element
selimgunay wrote:
> You can try adding equalDOF for all DOF of the zerolength element to see if
> the problem is related to your rotational springs.
my period became too low like 4.68e-154, can you give me some advice?
> You can try adding equalDOF for all DOF of the zerolength element to see if
> the problem is related to your rotational springs.
my period became too low like 4.68e-154, can you give me some advice?
- Mon Apr 27, 2020 12:11 pm
- Forum: OpenSees.exe Users
- Topic: Problem with zerolength element
- Replies: 9
- Views: 5934
Re: Problem with zerolength element
selimgunay wrote:
> You can try adding equalDOF for all DOF of the zerolength element to see if
> the problem is related to your rotational springs.
yes I have done what you told me ,when I restrained the DOFs that I defined the rotational springs at this node the error Disappeared, but I Can not find my problem.
I Will be thankful if you could help me
> You can try adding equalDOF for all DOF of the zerolength element to see if
> the problem is related to your rotational springs.
yes I have done what you told me ,when I restrained the DOFs that I defined the rotational springs at this node the error Disappeared, but I Can not find my problem.
I Will be thankful if you could help me
- Sun Apr 26, 2020 2:23 pm
- Forum: OpenSees.exe Users
- Topic: Problem with zerolength element
- Replies: 9
- Views: 5934
Re: Problem with zerolength element
anitaa wrote:
> I found the mistake: the instability was caused because an essentially zero
> value was assigned to the torsional stiffness of the elastic elements..
>
>
> Thank you for your help.
Hi i faced this problem when i tried to add the rotational springs at the end of elements ?
i will be thankful if you could help me
i faced this error ProfileSPDLinDirectSolver: :solve() - aii< 0 (i,aii) : (0,0)
ProfileSPDLinDirectSolver: :solve() - aii< 0 (i,aii) : (0,0)
ProfileSPDLinDirectSolver: :solve() - aii< 0 (i,aii) : (0,0)
# In The Name Of God
# AHMAD BSR
# 2D Concrete Frame Model
# Irregular ,Model/ 3 Story
# Units N,M
wipe ;
wipeAnalysis ;
model BasicBuilder -ndm 2 -ndf 3 ;
# define Parameters
set L1 5.00 ;
set H1 3.00 ;
set DL 2000.0 ;
set LL 0 ;
set mConc 2000.0 ;
set FileName "3Story.irregular Model"
file mkdir $FileName ;
set fc 25e6 ;
set Ec 23153.2e6 ;
set Cover 0.04 ;
set pi 3.141592654 ;
# Define nodes
# Define nodes
# Base nodes
# X Y
node 1 0.0 0.0 ;
node 2 $L1 0.0 ;
node 3 [expr 2*$L1] 0.0 ;
node 4 [expr 3*$L1] 0.0 ;
node 5 [expr 3*$L1] 0.0 ;
node 6 [expr 2*$L1] 0.0 ;
node 7 $L1 0.0 ;
node 8 0.0 0.0 ;
# First Floor
node 11 0.0 $H1 ;
node 12 $L1 $H1 ;
node 13 [expr 2*$L1] $H1 ;
node 14 [expr 3*$L1] $H1 ;
node 115 2.5 $H1 ;
node 15 [expr 3*$L1] $H1 ;
node 155 [expr 3*$L1] $H1 ;
node 16 [expr 2*$L1] $H1 ;
node 166 [expr 2*$L1] $H1 ;
node 17 $L1 $H1 ;
node 177 $L1 $H1 ;
node 18 0.0 $H1 ;
node 188 0.0 $H1 ;;
node 135 12.5 [expr 1*$H1]
#Second Floor
node 21 0.0 [expr 2*$H1] ;
node 22 $L1 [expr 2*$H1] ;
node 23 [expr 2*$L1] [expr 2*$H1] ;
node 266 [expr 2*$L1] [expr 2*$H1] ;
node 27 $L1 [expr 2*$H1] ;
node 277 $L1 [expr 2*$H1] ;
node 28 0.0 [expr 2*$H1] ;
node 288 0.0 [expr 2*$H1] ;
node 215 2.5 [expr 2*$H1]
node 225 7.5 [expr 2*$H1]
# Third Floor
node 31 0.0 [expr 3*$H1] ;
node 32 $L1 [expr 3*$H1] ;
node 377 $L1 [expr 3*$H1] ;
node 388 0.0 [expr 3*$H1] ;
# First Floor
equalDOF 188 115 1
equalDOF 188 177 1
equalDOF 188 166 1
equalDOF 188 135 1
equalDOF 188 155 1
# Second Floor
equalDOF 288 215 1
equalDOF 288 277 1
equalDOF 288 225 1
equalDOF 288 266 1
# Third Floor
equalDOF 388 377 1
## Define Constraints
fix 1 1 1 1 ;
fix 2 1 1 1 ;
fix 3 1 1 1 ;
fix 4 1 1 1 ;
#
#fix 188 0 0 1
#fix 177 0 0 1
#fix 166 0 0 1
#fix 155 0 0 1
#fix 288 0 0 1
#fix 277 0 0 1
#fix 266 0 0 1
#fix 388 0 0 1
#fix 377 0 0 1
set g 9.86 ;
#set WeightFloor3 13289.6 ;
#set WeightFloor2 26579.2 ;
#set WeightFloor1 39868.8 ;
#set Weightfloor1Bay [expr ($WeightFloor1/3.0)] ;
#set Weightfloor2Bay [expr ($WeightFloor2/2.0)] ;
#set Weightfloor3Bay $WeightFloor3 ;
#
#
set WeightFloor3 [expr (39868.
] ;
set WeightFloor2 [expr (53865.6)] ;
set WeightFloor1 [expr (29579.2)] ;
set Weightfloor1Bay [expr ($WeightFloor1/3.0)] ;
set Weightfloor2Bay [expr ($WeightFloor2/3.0)] ;
set Weightfloor3Bay [expr ($WeightFloor3/3.0)] ;
mass 188 [expr ((($Weightfloor1Bay/$g)/2)+(3181.0+3181.0+50000)/$g)] 1.e-9 0. ;
mass 177 [expr (($Weightfloor1Bay/$g)+(3181.0+3181.0+100000/$g))] 1.e-9 0. ;
mass 166 [expr (($Weightfloor1Bay/$g)+(3181.0+3181.0+100000/$g))] 1.e-9 0. ;
mass 155 [expr ((($Weightfloor1Bay/$g)/2)+(3181.0+50000)/$g)] 1.e-9 0. ;
mass 288 [expr ((($Weightfloor2Bay/$g)/2)+(3181.0+3181.0+50000)/$g)] 1.e-9 0. ;
mass 277 [expr (($Weightfloor2Bay/$g)+(3181.0+3181.0+100000)/$g)] 1.e-9 0. ;
mass 266 [expr ((($Weightfloor2Bay/$g)/2)+(3181.0+3181.0+50000)/$g)] 1.e-9 0. ;
mass 388 [expr ((($Weightfloor3Bay/$g)/2)+(3181.0+50000)/$g)] 1.e-9 0. ;
mass 377 [expr ((($Weightfloor3Bay/$g)/2)+(3181.0+50000)/$g)] 1.e-9 0. ;
# Define Constraints
#fix 8 1 1 1 ;
#fix 7 1 1 1 ;
#fix 6 1 1 1 ;
#fix 5 1 1 1 ;
#
#rigidLink beam 11 14
# Define Material
set fc1C 266 ; # CONFINED concrete (mander model), maximum stress
set eps1C [expr 2.*$fc1C/$Ec]; # strain at maximum stress
set fc2C [expr 0.2*$fc1C]; # ultimate stress
set eps2C [expr 5*$eps1C]; # strain at ultimate stress
# unconfined concrete
set fc1U 20e6; # UNCONFINED concrete (todeschini parabolic model), maximum stress
set eps1U -0.003; # strain at maximum strength of unconfined concrete
set fc2U [expr 0.2*$fc1U]; # ultimate stress
set eps2U -0.01; # strain at ultimate stress
set lambda 0.1; # ratio between unloading slope at $eps2 and initial slope $Ec
# tensile-strength properties
set ftC [expr -0.14*$fc1C]; # tensile strength +tension
set ftU [expr -0.14*$fc1U]; # tensile strength +tension
set Ets [expr $ftU/0.002]; # tension softening stiffness
# Define Material
# n,mm
# Define Steel matTag fy fu Es Esh esh eult
uniaxialMaterial Steel02 1 500e6 2e11 0.01 15 .925 0.15
uniaxialMaterial Steel02 41 500e6 2e11 0.01 15 .925 0.15
# (Confined) matTag
uniaxialMaterial Concrete06 2 -28e6 -0.003 2.91 1 0.32 1.38e6 0.00008 0.4 0.08; # build cover concrete (confined)
uniaxialMaterial Concrete06 3 -24e6 -0.003 1.88 1 0.32 1.38e6 0.00008 0.4 0.08; # build cover concrete (unconfined)
#uniaxialMaterial Concrete02 2 $fc1C $eps1C $fc2C $eps2C $lambda $ftC $Ets;
#
#uniaxialMaterial Concrete03 3 $fc1U $eps1U $fc2U # build core concrete (confined)# build core concrete (confined)
## (Unconfined)
#uniaxialMaterial Concrete02 3 $fc1U $eps1U $fc2U $eps2U $lambda $ftU $Ets; # build cover concrete (unconfined)
## Define Sections
#uniaxialMaterial Concrete01 2 -24.e3 -0.002 -4.8e3 -0.005
##uniaxialMaterial Concrete01 3 -28.e3 -0.0024 -5.6e3 -0.015
## Define Sections
# Columns C 30*30 18
set CoreMat 2 ;
set CoverMat 3 ;
set BarMatC 1 ;
set UpNum 3 ;
set MidNum 2 ;
set DownNum 3 ;
set space [expr (0.3-(2.0*$Cover))/2] ;
set UpA18 [expr pow(9.e-3,2)*2*asin(1)];
set UpA22 [expr pow(11.e-3,2)*2*asin(1)] ;
set DownA18 [expr pow(9.e-3,2)*2*asin(1)] ;
set DownA22 [expr pow(11.e-3,2)*2*asin(1)] ;
set MidA18 [expr pow(9.e-3,2)*2*asin(1)] ;
set MidA22 [expr pow(11.e-3,2)*2*asin(1)] ;
###### sotun
set c 0.3
set c2 [expr $c-(2*$Cover)]
set space [expr ($c-(2.0*$Cover))/2] ;
#########tip 2 tir dar tabaghe 2
set h 0.4
set h2 [expr $h-(2*$Cover)]
set b 0.3
set b2 [expr $b-(2*$Cover)]
section Fiber 303018 { ;
patch quad $CoreMat 20 20 [expr -$c2/2] [expr $c2/2] [expr -$c2/2] [expr -$c2/2] [expr $c2/2] [expr -$c2/2] [expr $c2/2] [expr $c2/2]
patch quad $CoverMat 20 6 [expr -$c/2] [expr $c2/2] [expr -$c/2] [expr -$c2/2] [expr -$c2/2] [expr -$c2/2] [expr -$c2/2] [expr $c2/2]
patch quad $CoverMat 20 6 [expr $c2/2] [expr $c2/2] [expr $c2/2] [expr -$c2/2] [expr $c/2] [expr -$c2/2] [expr $c/2] [expr $c2/2]
patch quad $CoverMat 6 20 [expr -$c/2] [expr -$c2/2] [expr -$c/2] [expr -$c/2] [expr $c/2] [expr -$c/2] [expr $c/2] [expr -$c2/2]
patch quad $CoverMat 6 20 [expr -$c/2] [expr $c/2] [expr -$c/2] [expr $c2/2] [expr $c/2] [expr $c2/2] [expr $c/2] [expr $c/2]
# MatTag BarNum BarA YStart ZStart YEnd ZEnd
layer straight $BarMatC 3 [expr pow(9e-3,2)*2*asin(1)] [expr $h2/2] [expr $b2/2] [expr $h2/2] [expr -$b2/2]
layer straight $BarMatC 3 [expr pow(9e-3,2)*2*asin(1)] [expr -$h2/2] [expr $b2/2] [expr -$h2/2] [expr -$b2/2]
layer straight $BarMatC 2 [expr pow(9e-3,2)*2*asin(1)] 0.0 [expr $b2/2] 0.0 [expr -$b2/2]
} ;
# Column C 30*30 22
section Fiber 303022 { ;
# MatTag Nij Njk yi zi yj zj yk zk yl zl
patch quad $CoreMat 20 20 [expr -$c2/2] [expr $c2/2] [expr -$c2/2] [expr -$c2/2] [expr $c2/2] [expr -$c2/2] [expr $c2/2] [expr $c2/2]
patch quad $CoverMat 20 6 [expr -$c/2] [expr $c2/2] [expr -$c/2] [expr -$c2/2] [expr -$c2/2] [expr -$c2/2] [expr -$c2/2] [expr $c2/2]
patch quad $CoverMat 20 6 [expr $c2/2] [expr $c2/2] [expr $c2/2] [expr -$c2/2] [expr $c/2] [expr -$c2/2] [expr $c/2] [expr $c2/2]
patch quad $CoverMat 6 20 [expr -$c/2] [expr -$c2/2] [expr -$c/2] [expr -$c/2] [expr $c/2] [expr -$c/2] [expr $c/2] [expr -$c2/2]
patch quad $CoverMat 6 20 [expr -$c/2] [expr $c/2] [expr -$c/2] [expr $c2/2] [expr $c/2] [expr $c2/2] [expr $c/2] [expr $c/2]
# MatTag BarNum BarA YStart ZStart YEnd ZEnd
layer straight $BarMatC 3 [expr pow(11e-3,2)*2*asin(1)] [expr $h2/2] [expr $b2/2] [expr $h2/2] [expr -$b2/2]
layer straight $BarMatC 3 [expr pow(11e-3,2)*2*asin(1)] [expr -$h2/2] [expr $b2/2] [expr -$h2/2] [expr -$b2/2]
layer straight $BarMatC 2 [expr pow(11e-3,2)*2*asin(1)] 0.0 [expr $b2/2] 0.0 [expr -$b2/2]
} ;
puts "ahmad"
#Beam B30/40
set CoreBMat 12 ;
set BarMatB 41 ;
set BB1 0.3 ;
set D1 0.40 ;
set BB2 [expr $BB1/2] ;
set D2 [expr $D1/2] ;
set D3 [expr ($D1/2)-$Cover] ;
set BB3 [expr ($BB1/2)-$Cover] ;
set fcb [expr 1.3*$fc] ;
set eps1b [expr 2.*$fcb/$Ec];
set fc2b [expr 0.2*$fcb] ;
set eps2b [expr 5*$eps1b] ;
set BarAB [expr pow(8.e-3,2)*2*asin(1)] ;
uniaxialMaterial Concrete06 12 28e6 -0.0038 1.88 1 0.32 1.38e6 0.00008 0.4 0.08 ; # build core concrete (confined)
section Fiber 30405 { ;
# MatTag Nij Njk yi zi yj zj yk zk yl zl
patch quad $CoreBMat 20 20 [expr -$h2/2] [expr $b2/2] [expr -$h2/2] [expr -$b2/2] [expr $h2/2] [expr -$b2/2] [expr $h2/2] [expr $b2/2]
patch quad $CoverMat 20 6 [expr -$h/2] [expr $b2/2] [expr -$h/2] [expr -$b2/2] [expr -$h2/2] [expr -$b2/2] [expr -$h2/2] [expr $b2/2]
patch quad $CoverMat 20 6 [expr $h2/2] [expr $b2/2] [expr $h2/2] [expr -$b2/2] [expr $h/2] [expr -$b2/2] [expr $h/2] [expr $b2/2]
patch quad $CoverMat 6 20 [expr -$h/2] [expr -$b2/2] [expr -$h/2] [expr -$b/2] [expr $h/2] [expr -$b/2] [expr $h/2] [expr -$b2/2]
patch quad $CoverMat 6 20 [expr -$h/2] [expr $b/2] [expr -$h/2] [expr $b2/2] [expr $h/2] [expr $b2/2] [expr $h/2] [expr $b/2]
layer straight $BarMatC 5 [expr pow(8e-3,2)*2*asin(1)] [expr $b2/2] [expr $h2/2] [expr $h2/2] [expr -$b2/2]
layer straight $BarMatC 3 [expr pow(8e-3,2)*2*asin(1)] [expr $b2/2] [expr -$h2/2] [expr -$h2/2] [expr -$b2/2]
};
section Fiber 30406 { ;
# MatTag Nij Njk yi zi yj zj yk zk yl zl
patch quad $CoreBMat 20 20 [expr -$h2/2] [expr $b2/2] [expr -$h2/2] [expr -$b2/2] [expr $h2/2] [expr -$b2/2] [expr $h2/2] [expr $b2/2]
patch quad $CoverMat 20 6 [expr -$h/2] [expr $b2/2] [expr -$h/2] [expr -$b2/2] [expr -$h2/2] [expr -$b2/2] [expr -$h2/2] [expr $b2/2]
patch quad $CoverMat 20 6 [expr $h2/2] [expr $b2/2] [expr $h2/2] [expr -$b2/2] [expr $h/2] [expr -$b2/2] [expr $h/2] [expr $b2/2]
patch quad $CoverMat 6 20 [expr -$h/2] [expr -$b2/2] [expr -$h/2] [expr -$b/2] [expr $h/2] [expr -$b/2] [expr $h/2] [expr -$b2/2]
patch quad $CoverMat 6 20 [expr -$h/2] [expr $b/2] [expr -$h/2] [expr $b2/2] [expr $h/2] [expr $b2/2] [expr $h/2] [expr $b/2]
layer straight $BarMatC 6 [expr pow(8e-3,2)*2*asin(1)] [expr $b2/2] [expr $h2/2] [expr $h2/2] [expr -$b2/2]
layer straight $BarMatC 3 [expr pow(8e-3,2)*2*asin(1)] [expr $b2/2] [expr -$h2/2] [expr -$h2/2] [expr -$b2/2]
};
set Load [expr ($DL+$LL)] ;
puts "ahmad"
# Define Transformation
geomTransf Corotational 1 ;
geomTransf Corotational 2 ;
# Define Elements
# Columns mass
#set massCol [expr (0.30*0.30*$mConc)] ;
## Beam mass
#set massB [expr ((0.30*0.40*$mConc)+$Load)] ;
#puts "ahmad"
#
#
# Define Hyesteretic Material for SPRING
# Column 303018
# Column 303018
# Column 303018
set My_Col3030183 96864 ;# yield moment of the columns
set Mu_Col3030183 116667 ; # ultimate moment of the columns
set K_slip3030183 23921004.5 ;
#set K_slip3030183 33454545.5 ;
#
set THy_Col3030183 [expr $My_Col3030183/$K_slip3030183]; # yield chord rotation for columns of the 1st floor in rad
set THu_Col3030183 0.038196; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Column 303022
set My_Col3030223 139969 ;# yield moment of the columns
set Mu_Col3030223 164410 ; # ultimate moment of the columns
set K_slip3030223 28279400.28 ;
set THy_Col3030223 [expr $My_Col3030223/$K_slip3030223]; # yield chord rotation for columns of the 1st floor in rad
set THu_Col3030223 0.033119; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Column 353518
set My_Col3535183 122699 ;# yield moment of the columns
set Mu_Col3535183 153105 ; # ultimate moment of the columns
set K_slip3535183 42769567.3 ;
set THy_Col3535183 [expr $My_Col3535183/$K_slip3535183]; # yield chord rotation for columns of the 1st floor in rad
set THu_Col3535183 0.044711; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Column353522
set My_Col3535223 176845 ;# yield moment of the columns
set Mu_Col3535223 213338 ; # ultimate moment of the columns
set K_slip3535223 45852397.1 ;
set THy_Col3535223 [expr $My_Col3535223/$K_slip3535223]; # yield chord rotation for columns of the 1st floor in rad
set THu_Col3535223 0.035585; # ultimate chord rotation for columns (EC8)
# Column404018
set My_Col4040183 150963 ;# yield moment of the columns
set Mu_Col4040183 191825 ; # ultimate moment of the columns
set K_slip4040183 60142992.8 ;
set THy_Col4040183 [expr $My_Col4040183/$K_slip4040183]; # yield chord rotation for columns of the 1st floor in rad
set THu_Col4040183 0.047679; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Column404022
set My_Col4040223 211982 ;# yield moment of the columns
set Mu_Col4040223 266493 ; # ultimate moment of the columns
set K_slip4040223 69097658 ;
set THy_Col4040223 0.003068; # yield chord rotation for columns of the 1st floor in rad
set THu_Col4040223 0.035575; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Column4040184
set My_Col4040184 150963 ;# yield moment of the columns
set Mu_Col4040184 191825 ; # ultimate moment of the columns
set K_slip4040184 57263162 ;
set THy_Col4040184 0.002636; # yield chord rotation for columns of the 1st floor in rad
set THu_Col4040184 0.05581; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Column4040224
set My_Col4040224 211982 ;# yield moment of the columns
set Mu_Col4040224 266493 ; # ultimate moment of the columns
set K_slip4040224 65789050.4 ;
set THy_Col4040224 [expr $My_Col4040224/$K_slip4040224]; # yield chord rotation for columns of the 1st floor in rad
set THu_Col4040224 0.040858; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
##########################################
##Beam
set My_Beam304055 93621 ;# yield moment of the columns
set Mu_Beam304055 129558 ; # ultimate moment of the columns
set K_slipBeam304055 436030898.3 ;
#set K_slipBeam304055 [expr 0.35*645150000] ;
set THy_Beam304055 [expr $My_Beam304055/$K_slipBeam304055]; # yield chord rotation for columns of the 1st floor in rad
set THu_Beam304055 0.089954; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Define Material
set Beta 0.0 ;
# Column303018
uniaxialMaterial Hysteretic 18 $My_Col3030183 $THy_Col3030183 $Mu_Col3030183 $THu_Col3030183 [expr $My_Col3030183*(-1)] [expr $THy_Col3030183*(-1)] [expr $Mu_Col3030183*(-1)] [expr $THu_Col3030183*(-1)] 1 1 0 0 $Beta ;
#Column303022
puts "ahmad"
uniaxialMaterial Hysteretic 22 $My_Col3030223 $THy_Col3030223 $Mu_Col3030223 $THu_Col3030223 [expr $My_Col3030223*(-1)] [expr $THy_Col3030223*(-1)] [expr $Mu_Col3030223*(-1)] [expr $THu_Col3030223*(-1)] 1 1 0 0 $Beta ;
puts "ahmad"
###########BEAM
uniaxialMaterial Hysteretic 30 $My_Beam304055 $THy_Beam304055 $Mu_Beam304055 $THu_Beam304055 [expr $My_Beam304055*(-1)] [expr $THy_Beam304055*(-1)] [expr $Mu_Beam304055*(-1)] [expr $THu_Beam304055*(-1)] 1 1 0 0 $Beta ;
#source "Spring Material.tcl"
puts "ahmad"
#
#
#
#
# Define Elements
# Columns
# First Floor
# Tag iNode jNode np SecTag TransT Mass
element nonlinearBeamColumn 1 8 11 5 303018 1 ;
element nonlinearBeamColumn 2 7 12 5 303022 1 ;
element nonlinearBeamColumn 3 6 13 5 303022 1 ;
element nonlinearBeamColumn 4 5 14 5 303018 1 ;
# Second Floor
# Tag iNode jNode np SecTag TransT Mass
element nonlinearBeamColumn 6 18 21 5 303018 1 ;
element nonlinearBeamColumn 7 17 22 5 303022 1 ;
element nonlinearBeamColumn 8 16 23 5 303022 1 ;
# Third Floor Tag iNode jNode np SecTag TransT Mass
element nonlinearBeamColumn 11 28 31 5 303018 1 ;
element nonlinearBeamColumn 12 27 32 5 303022 1 ;
# Beams
# First Floor
# Tag iNode jNode np SecT TransT Mass
element nonlinearBeamColumn 101 188 115 5 30405 2 ;
element nonlinearBeamColumn 102 115 177 5 30406 2 ;
element nonlinearBeamColumn 104 177 166 5 30406 2 ;
element nonlinearBeamColumn 105 166 135 5 30406 2 ;
element nonlinearBeamColumn 106 135 155 5 30405 2 ;
# Second Floor
# Tag iNode jNode np SecT TransT Mass
element nonlinearBeamColumn 201 288 215 5 30405 2
element nonlinearBeamColumn 202 215 277 5 30406 2 ;
element nonlinearBeamColumn 203 277 225 5 30406 2 ;
element nonlinearBeamColumn 204 225 266 5 30405 2 ;
#
## Third Floor
## Tag iNode jNode np SecT TransT Mass
element nonlinearBeamColumn 301 388 377 5 30405 2 ;
#
#Define Element ZeroLength for Rotational Springs For Columns
#First Floor
#Down
element zeroLength 21 1 8 -mat 41 -dir 6
element zeroLength 22 2 7 -mat 41 -dir 6
element zeroLength 23 3 6 -mat 41 -dir 6
element zeroLength 24 4 5 -mat 41 -dir 6
## UP
element zeroLength 25 188 11 -mat 41 -dir 6
element zeroLength 26 177 12 -mat 41 -dir 6
element zeroLength 27 166 13 -mat 41 -dir 6
element zeroLength 28 155 14 -mat 41 -dir 6
# Second Floor
# Down
element zeroLength 29 188 18 -mat 41 -dir 6
element zeroLength 30 177 17 -mat 41 -dir 6
element zeroLength 31 166 16 -mat 41 -dir 6
# UP
element zeroLength 32 288 21 -mat 41 -dir 6
element zeroLength 33 277 22 -mat 41 -dir 6
element zeroLength 34 266 23 -mat 41 -dir 6
# Third Floor
# Down
element zeroLength 15 288 28 -mat 41 -dir 6
element zeroLength 16 277 27 -mat 41 -dir 6
# UP
element zeroLength 17 388 31 -mat 41 -dir 6
element zeroLength 18 377 32 -mat 41 -dir 6
##################################################################
## First Floor
equalDOF 1 8 1 2
equalDOF 2 7 1 2
equalDOF 3 6 1 2
equalDOF 4 5 1 2
equalDOF 188 11 1 2
equalDOF 177 12 1 2
equalDOF 166 13 1 2
equalDOF 155 14 1 2
#Second Floor
equalDOF 188 18 1 2
equalDOF 177 17 1 2
equalDOF 166 16 1 2
equalDOF 288 21 1 2
equalDOF 277 22 1 2
equalDOF 266 23 1 2
#Third Floor
equalDOF 288 28 1 2
equalDOF 277 27 1 2
equalDOF 388 31 1 2
equalDOF 377 32 1 2
#
#
###########################################################3
#
#
##################
puts "end of define"
## Gravity-analysis: load-controlled static analysis
#set Load [expr ($DL+$LL)] ;
#pattern Plain 6 Linear { ;
#eleLoad -ele 101 102 -type beamUniform -$Load
#eleLoad -ele 201 202 -type beamUniform -$Load
#eleLoad -ele 301 -type beamUniforn -$Load
#};
puts "End of Define Loads"
#Define Loads
# Define Eigen Parameters
set a [eigen 6] ;
set W11 [lindex $a 0] ;
set W22 [lindex $a 1] ;
set W33 [lindex $a 2] ;
set W44 [lindex $a 3] ;
set W55 [lindex $a 4] ;
set W66 [lindex $a 5] ;
set W1 [expr pow($W11,0.5)] ;
set W2 [expr pow($W22,0.5)] ;
set W3 [expr pow($W33,0.5)] ;
set W4 [expr pow($W44,0.5)] ;
set W5 [expr pow($W55,0.5)] ;
set W6 [expr pow($W66,0.5)] ;
set T1 [expr 2.0*$pi/$W1] ;
set T2 [expr 2.0*$pi/$W2] ;
set T3 [expr 2.0*$pi/$W3] ;
set T4 [expr 2.0*$pi/$W4] ;
set T5 [expr 2.0*$pi/$W5] ;
set T6 [expr 2.0*$pi/$W6] ;
#
puts "*************"
puts "W1=$W1 Rad/Sec"
puts "T1=$T1 Sec"
puts "*************"
puts "W2=$W2 Rad/Sec"
puts "T2=$T2 Sec"
puts "*************"
puts "W3=$W3 Rad/Sec"
puts "T3=$T3 Sec"
puts "*************"
puts "W4=$W4 Rad/Sec"
puts "T4=$T4 Sec"
puts "*************"
puts "W5=$W5 Rad/Sec"
puts "T5=$T5 Sec"
puts "*************"
puts "W6=$W6 Rad/Sec"
puts "T6=$T6 Sec"
puts "*************"
##set Load [expr (10000)] ;
#
#
#numberer RCM
#set alphaM 1
#set alphaS 1
#constraints Penalty $alphaS $alphaM
#system BandGeneral
#integrator ArcLength 2.0 0.2;
#test EnergyIncr $Tol 600;
#
#algorithm Newton
#test NormDispIncr 1e-3 10000
#analysis Static
#analyze 100
#
#set alphaM 1
#set alphaS 1
#
# #Static Analysis
#constraints Penalty 1 1
#numberer RCM
#system BandGeneral
#test EnergyIncr 1.e-6 10
#algorithm Newton
#integrator LoadControl 0.1;
##integrator DisplacementControl 4 1 0.00025
#analysis Static
#analyze 100
##
#
> I found the mistake: the instability was caused because an essentially zero
> value was assigned to the torsional stiffness of the elastic elements..
>
>
> Thank you for your help.
Hi i faced this problem when i tried to add the rotational springs at the end of elements ?
i will be thankful if you could help me
i faced this error ProfileSPDLinDirectSolver: :solve() - aii< 0 (i,aii) : (0,0)
ProfileSPDLinDirectSolver: :solve() - aii< 0 (i,aii) : (0,0)
ProfileSPDLinDirectSolver: :solve() - aii< 0 (i,aii) : (0,0)
# In The Name Of God
# AHMAD BSR
# 2D Concrete Frame Model
# Irregular ,Model/ 3 Story
# Units N,M
wipe ;
wipeAnalysis ;
model BasicBuilder -ndm 2 -ndf 3 ;
# define Parameters
set L1 5.00 ;
set H1 3.00 ;
set DL 2000.0 ;
set LL 0 ;
set mConc 2000.0 ;
set FileName "3Story.irregular Model"
file mkdir $FileName ;
set fc 25e6 ;
set Ec 23153.2e6 ;
set Cover 0.04 ;
set pi 3.141592654 ;
# Define nodes
# Define nodes
# Base nodes
# X Y
node 1 0.0 0.0 ;
node 2 $L1 0.0 ;
node 3 [expr 2*$L1] 0.0 ;
node 4 [expr 3*$L1] 0.0 ;
node 5 [expr 3*$L1] 0.0 ;
node 6 [expr 2*$L1] 0.0 ;
node 7 $L1 0.0 ;
node 8 0.0 0.0 ;
# First Floor
node 11 0.0 $H1 ;
node 12 $L1 $H1 ;
node 13 [expr 2*$L1] $H1 ;
node 14 [expr 3*$L1] $H1 ;
node 115 2.5 $H1 ;
node 15 [expr 3*$L1] $H1 ;
node 155 [expr 3*$L1] $H1 ;
node 16 [expr 2*$L1] $H1 ;
node 166 [expr 2*$L1] $H1 ;
node 17 $L1 $H1 ;
node 177 $L1 $H1 ;
node 18 0.0 $H1 ;
node 188 0.0 $H1 ;;
node 135 12.5 [expr 1*$H1]
#Second Floor
node 21 0.0 [expr 2*$H1] ;
node 22 $L1 [expr 2*$H1] ;
node 23 [expr 2*$L1] [expr 2*$H1] ;
node 266 [expr 2*$L1] [expr 2*$H1] ;
node 27 $L1 [expr 2*$H1] ;
node 277 $L1 [expr 2*$H1] ;
node 28 0.0 [expr 2*$H1] ;
node 288 0.0 [expr 2*$H1] ;
node 215 2.5 [expr 2*$H1]
node 225 7.5 [expr 2*$H1]
# Third Floor
node 31 0.0 [expr 3*$H1] ;
node 32 $L1 [expr 3*$H1] ;
node 377 $L1 [expr 3*$H1] ;
node 388 0.0 [expr 3*$H1] ;
# First Floor
equalDOF 188 115 1
equalDOF 188 177 1
equalDOF 188 166 1
equalDOF 188 135 1
equalDOF 188 155 1
# Second Floor
equalDOF 288 215 1
equalDOF 288 277 1
equalDOF 288 225 1
equalDOF 288 266 1
# Third Floor
equalDOF 388 377 1
## Define Constraints
fix 1 1 1 1 ;
fix 2 1 1 1 ;
fix 3 1 1 1 ;
fix 4 1 1 1 ;
#
#fix 188 0 0 1
#fix 177 0 0 1
#fix 166 0 0 1
#fix 155 0 0 1
#fix 288 0 0 1
#fix 277 0 0 1
#fix 266 0 0 1
#fix 388 0 0 1
#fix 377 0 0 1
set g 9.86 ;
#set WeightFloor3 13289.6 ;
#set WeightFloor2 26579.2 ;
#set WeightFloor1 39868.8 ;
#set Weightfloor1Bay [expr ($WeightFloor1/3.0)] ;
#set Weightfloor2Bay [expr ($WeightFloor2/2.0)] ;
#set Weightfloor3Bay $WeightFloor3 ;
#
#
set WeightFloor3 [expr (39868.
] ;set WeightFloor2 [expr (53865.6)] ;
set WeightFloor1 [expr (29579.2)] ;
set Weightfloor1Bay [expr ($WeightFloor1/3.0)] ;
set Weightfloor2Bay [expr ($WeightFloor2/3.0)] ;
set Weightfloor3Bay [expr ($WeightFloor3/3.0)] ;
mass 188 [expr ((($Weightfloor1Bay/$g)/2)+(3181.0+3181.0+50000)/$g)] 1.e-9 0. ;
mass 177 [expr (($Weightfloor1Bay/$g)+(3181.0+3181.0+100000/$g))] 1.e-9 0. ;
mass 166 [expr (($Weightfloor1Bay/$g)+(3181.0+3181.0+100000/$g))] 1.e-9 0. ;
mass 155 [expr ((($Weightfloor1Bay/$g)/2)+(3181.0+50000)/$g)] 1.e-9 0. ;
mass 288 [expr ((($Weightfloor2Bay/$g)/2)+(3181.0+3181.0+50000)/$g)] 1.e-9 0. ;
mass 277 [expr (($Weightfloor2Bay/$g)+(3181.0+3181.0+100000)/$g)] 1.e-9 0. ;
mass 266 [expr ((($Weightfloor2Bay/$g)/2)+(3181.0+3181.0+50000)/$g)] 1.e-9 0. ;
mass 388 [expr ((($Weightfloor3Bay/$g)/2)+(3181.0+50000)/$g)] 1.e-9 0. ;
mass 377 [expr ((($Weightfloor3Bay/$g)/2)+(3181.0+50000)/$g)] 1.e-9 0. ;
# Define Constraints
#fix 8 1 1 1 ;
#fix 7 1 1 1 ;
#fix 6 1 1 1 ;
#fix 5 1 1 1 ;
#
#rigidLink beam 11 14
# Define Material
set fc1C 266 ; # CONFINED concrete (mander model), maximum stress
set eps1C [expr 2.*$fc1C/$Ec]; # strain at maximum stress
set fc2C [expr 0.2*$fc1C]; # ultimate stress
set eps2C [expr 5*$eps1C]; # strain at ultimate stress
# unconfined concrete
set fc1U 20e6; # UNCONFINED concrete (todeschini parabolic model), maximum stress
set eps1U -0.003; # strain at maximum strength of unconfined concrete
set fc2U [expr 0.2*$fc1U]; # ultimate stress
set eps2U -0.01; # strain at ultimate stress
set lambda 0.1; # ratio between unloading slope at $eps2 and initial slope $Ec
# tensile-strength properties
set ftC [expr -0.14*$fc1C]; # tensile strength +tension
set ftU [expr -0.14*$fc1U]; # tensile strength +tension
set Ets [expr $ftU/0.002]; # tension softening stiffness
# Define Material
# n,mm
# Define Steel matTag fy fu Es Esh esh eult
uniaxialMaterial Steel02 1 500e6 2e11 0.01 15 .925 0.15
uniaxialMaterial Steel02 41 500e6 2e11 0.01 15 .925 0.15
# (Confined) matTag
uniaxialMaterial Concrete06 2 -28e6 -0.003 2.91 1 0.32 1.38e6 0.00008 0.4 0.08; # build cover concrete (confined)
uniaxialMaterial Concrete06 3 -24e6 -0.003 1.88 1 0.32 1.38e6 0.00008 0.4 0.08; # build cover concrete (unconfined)
#uniaxialMaterial Concrete02 2 $fc1C $eps1C $fc2C $eps2C $lambda $ftC $Ets;
#
#uniaxialMaterial Concrete03 3 $fc1U $eps1U $fc2U # build core concrete (confined)# build core concrete (confined)
## (Unconfined)
#uniaxialMaterial Concrete02 3 $fc1U $eps1U $fc2U $eps2U $lambda $ftU $Ets; # build cover concrete (unconfined)
## Define Sections
#uniaxialMaterial Concrete01 2 -24.e3 -0.002 -4.8e3 -0.005
##uniaxialMaterial Concrete01 3 -28.e3 -0.0024 -5.6e3 -0.015
## Define Sections
# Columns C 30*30 18
set CoreMat 2 ;
set CoverMat 3 ;
set BarMatC 1 ;
set UpNum 3 ;
set MidNum 2 ;
set DownNum 3 ;
set space [expr (0.3-(2.0*$Cover))/2] ;
set UpA18 [expr pow(9.e-3,2)*2*asin(1)];
set UpA22 [expr pow(11.e-3,2)*2*asin(1)] ;
set DownA18 [expr pow(9.e-3,2)*2*asin(1)] ;
set DownA22 [expr pow(11.e-3,2)*2*asin(1)] ;
set MidA18 [expr pow(9.e-3,2)*2*asin(1)] ;
set MidA22 [expr pow(11.e-3,2)*2*asin(1)] ;
###### sotun
set c 0.3
set c2 [expr $c-(2*$Cover)]
set space [expr ($c-(2.0*$Cover))/2] ;
#########tip 2 tir dar tabaghe 2
set h 0.4
set h2 [expr $h-(2*$Cover)]
set b 0.3
set b2 [expr $b-(2*$Cover)]
section Fiber 303018 { ;
patch quad $CoreMat 20 20 [expr -$c2/2] [expr $c2/2] [expr -$c2/2] [expr -$c2/2] [expr $c2/2] [expr -$c2/2] [expr $c2/2] [expr $c2/2]
patch quad $CoverMat 20 6 [expr -$c/2] [expr $c2/2] [expr -$c/2] [expr -$c2/2] [expr -$c2/2] [expr -$c2/2] [expr -$c2/2] [expr $c2/2]
patch quad $CoverMat 20 6 [expr $c2/2] [expr $c2/2] [expr $c2/2] [expr -$c2/2] [expr $c/2] [expr -$c2/2] [expr $c/2] [expr $c2/2]
patch quad $CoverMat 6 20 [expr -$c/2] [expr -$c2/2] [expr -$c/2] [expr -$c/2] [expr $c/2] [expr -$c/2] [expr $c/2] [expr -$c2/2]
patch quad $CoverMat 6 20 [expr -$c/2] [expr $c/2] [expr -$c/2] [expr $c2/2] [expr $c/2] [expr $c2/2] [expr $c/2] [expr $c/2]
# MatTag BarNum BarA YStart ZStart YEnd ZEnd
layer straight $BarMatC 3 [expr pow(9e-3,2)*2*asin(1)] [expr $h2/2] [expr $b2/2] [expr $h2/2] [expr -$b2/2]
layer straight $BarMatC 3 [expr pow(9e-3,2)*2*asin(1)] [expr -$h2/2] [expr $b2/2] [expr -$h2/2] [expr -$b2/2]
layer straight $BarMatC 2 [expr pow(9e-3,2)*2*asin(1)] 0.0 [expr $b2/2] 0.0 [expr -$b2/2]
} ;
# Column C 30*30 22
section Fiber 303022 { ;
# MatTag Nij Njk yi zi yj zj yk zk yl zl
patch quad $CoreMat 20 20 [expr -$c2/2] [expr $c2/2] [expr -$c2/2] [expr -$c2/2] [expr $c2/2] [expr -$c2/2] [expr $c2/2] [expr $c2/2]
patch quad $CoverMat 20 6 [expr -$c/2] [expr $c2/2] [expr -$c/2] [expr -$c2/2] [expr -$c2/2] [expr -$c2/2] [expr -$c2/2] [expr $c2/2]
patch quad $CoverMat 20 6 [expr $c2/2] [expr $c2/2] [expr $c2/2] [expr -$c2/2] [expr $c/2] [expr -$c2/2] [expr $c/2] [expr $c2/2]
patch quad $CoverMat 6 20 [expr -$c/2] [expr -$c2/2] [expr -$c/2] [expr -$c/2] [expr $c/2] [expr -$c/2] [expr $c/2] [expr -$c2/2]
patch quad $CoverMat 6 20 [expr -$c/2] [expr $c/2] [expr -$c/2] [expr $c2/2] [expr $c/2] [expr $c2/2] [expr $c/2] [expr $c/2]
# MatTag BarNum BarA YStart ZStart YEnd ZEnd
layer straight $BarMatC 3 [expr pow(11e-3,2)*2*asin(1)] [expr $h2/2] [expr $b2/2] [expr $h2/2] [expr -$b2/2]
layer straight $BarMatC 3 [expr pow(11e-3,2)*2*asin(1)] [expr -$h2/2] [expr $b2/2] [expr -$h2/2] [expr -$b2/2]
layer straight $BarMatC 2 [expr pow(11e-3,2)*2*asin(1)] 0.0 [expr $b2/2] 0.0 [expr -$b2/2]
} ;
puts "ahmad"
#Beam B30/40
set CoreBMat 12 ;
set BarMatB 41 ;
set BB1 0.3 ;
set D1 0.40 ;
set BB2 [expr $BB1/2] ;
set D2 [expr $D1/2] ;
set D3 [expr ($D1/2)-$Cover] ;
set BB3 [expr ($BB1/2)-$Cover] ;
set fcb [expr 1.3*$fc] ;
set eps1b [expr 2.*$fcb/$Ec];
set fc2b [expr 0.2*$fcb] ;
set eps2b [expr 5*$eps1b] ;
set BarAB [expr pow(8.e-3,2)*2*asin(1)] ;
uniaxialMaterial Concrete06 12 28e6 -0.0038 1.88 1 0.32 1.38e6 0.00008 0.4 0.08 ; # build core concrete (confined)
section Fiber 30405 { ;
# MatTag Nij Njk yi zi yj zj yk zk yl zl
patch quad $CoreBMat 20 20 [expr -$h2/2] [expr $b2/2] [expr -$h2/2] [expr -$b2/2] [expr $h2/2] [expr -$b2/2] [expr $h2/2] [expr $b2/2]
patch quad $CoverMat 20 6 [expr -$h/2] [expr $b2/2] [expr -$h/2] [expr -$b2/2] [expr -$h2/2] [expr -$b2/2] [expr -$h2/2] [expr $b2/2]
patch quad $CoverMat 20 6 [expr $h2/2] [expr $b2/2] [expr $h2/2] [expr -$b2/2] [expr $h/2] [expr -$b2/2] [expr $h/2] [expr $b2/2]
patch quad $CoverMat 6 20 [expr -$h/2] [expr -$b2/2] [expr -$h/2] [expr -$b/2] [expr $h/2] [expr -$b/2] [expr $h/2] [expr -$b2/2]
patch quad $CoverMat 6 20 [expr -$h/2] [expr $b/2] [expr -$h/2] [expr $b2/2] [expr $h/2] [expr $b2/2] [expr $h/2] [expr $b/2]
layer straight $BarMatC 5 [expr pow(8e-3,2)*2*asin(1)] [expr $b2/2] [expr $h2/2] [expr $h2/2] [expr -$b2/2]
layer straight $BarMatC 3 [expr pow(8e-3,2)*2*asin(1)] [expr $b2/2] [expr -$h2/2] [expr -$h2/2] [expr -$b2/2]
};
section Fiber 30406 { ;
# MatTag Nij Njk yi zi yj zj yk zk yl zl
patch quad $CoreBMat 20 20 [expr -$h2/2] [expr $b2/2] [expr -$h2/2] [expr -$b2/2] [expr $h2/2] [expr -$b2/2] [expr $h2/2] [expr $b2/2]
patch quad $CoverMat 20 6 [expr -$h/2] [expr $b2/2] [expr -$h/2] [expr -$b2/2] [expr -$h2/2] [expr -$b2/2] [expr -$h2/2] [expr $b2/2]
patch quad $CoverMat 20 6 [expr $h2/2] [expr $b2/2] [expr $h2/2] [expr -$b2/2] [expr $h/2] [expr -$b2/2] [expr $h/2] [expr $b2/2]
patch quad $CoverMat 6 20 [expr -$h/2] [expr -$b2/2] [expr -$h/2] [expr -$b/2] [expr $h/2] [expr -$b/2] [expr $h/2] [expr -$b2/2]
patch quad $CoverMat 6 20 [expr -$h/2] [expr $b/2] [expr -$h/2] [expr $b2/2] [expr $h/2] [expr $b2/2] [expr $h/2] [expr $b/2]
layer straight $BarMatC 6 [expr pow(8e-3,2)*2*asin(1)] [expr $b2/2] [expr $h2/2] [expr $h2/2] [expr -$b2/2]
layer straight $BarMatC 3 [expr pow(8e-3,2)*2*asin(1)] [expr $b2/2] [expr -$h2/2] [expr -$h2/2] [expr -$b2/2]
};
set Load [expr ($DL+$LL)] ;
puts "ahmad"
# Define Transformation
geomTransf Corotational 1 ;
geomTransf Corotational 2 ;
# Define Elements
# Columns mass
#set massCol [expr (0.30*0.30*$mConc)] ;
## Beam mass
#set massB [expr ((0.30*0.40*$mConc)+$Load)] ;
#puts "ahmad"
#
#
# Define Hyesteretic Material for SPRING
# Column 303018
# Column 303018
# Column 303018
set My_Col3030183 96864 ;# yield moment of the columns
set Mu_Col3030183 116667 ; # ultimate moment of the columns
set K_slip3030183 23921004.5 ;
#set K_slip3030183 33454545.5 ;
#
set THy_Col3030183 [expr $My_Col3030183/$K_slip3030183]; # yield chord rotation for columns of the 1st floor in rad
set THu_Col3030183 0.038196; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Column 303022
set My_Col3030223 139969 ;# yield moment of the columns
set Mu_Col3030223 164410 ; # ultimate moment of the columns
set K_slip3030223 28279400.28 ;
set THy_Col3030223 [expr $My_Col3030223/$K_slip3030223]; # yield chord rotation for columns of the 1st floor in rad
set THu_Col3030223 0.033119; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Column 353518
set My_Col3535183 122699 ;# yield moment of the columns
set Mu_Col3535183 153105 ; # ultimate moment of the columns
set K_slip3535183 42769567.3 ;
set THy_Col3535183 [expr $My_Col3535183/$K_slip3535183]; # yield chord rotation for columns of the 1st floor in rad
set THu_Col3535183 0.044711; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Column353522
set My_Col3535223 176845 ;# yield moment of the columns
set Mu_Col3535223 213338 ; # ultimate moment of the columns
set K_slip3535223 45852397.1 ;
set THy_Col3535223 [expr $My_Col3535223/$K_slip3535223]; # yield chord rotation for columns of the 1st floor in rad
set THu_Col3535223 0.035585; # ultimate chord rotation for columns (EC8)
# Column404018
set My_Col4040183 150963 ;# yield moment of the columns
set Mu_Col4040183 191825 ; # ultimate moment of the columns
set K_slip4040183 60142992.8 ;
set THy_Col4040183 [expr $My_Col4040183/$K_slip4040183]; # yield chord rotation for columns of the 1st floor in rad
set THu_Col4040183 0.047679; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Column404022
set My_Col4040223 211982 ;# yield moment of the columns
set Mu_Col4040223 266493 ; # ultimate moment of the columns
set K_slip4040223 69097658 ;
set THy_Col4040223 0.003068; # yield chord rotation for columns of the 1st floor in rad
set THu_Col4040223 0.035575; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Column4040184
set My_Col4040184 150963 ;# yield moment of the columns
set Mu_Col4040184 191825 ; # ultimate moment of the columns
set K_slip4040184 57263162 ;
set THy_Col4040184 0.002636; # yield chord rotation for columns of the 1st floor in rad
set THu_Col4040184 0.05581; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Column4040224
set My_Col4040224 211982 ;# yield moment of the columns
set Mu_Col4040224 266493 ; # ultimate moment of the columns
set K_slip4040224 65789050.4 ;
set THy_Col4040224 [expr $My_Col4040224/$K_slip4040224]; # yield chord rotation for columns of the 1st floor in rad
set THu_Col4040224 0.040858; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
##########################################
##Beam
set My_Beam304055 93621 ;# yield moment of the columns
set Mu_Beam304055 129558 ; # ultimate moment of the columns
set K_slipBeam304055 436030898.3 ;
#set K_slipBeam304055 [expr 0.35*645150000] ;
set THy_Beam304055 [expr $My_Beam304055/$K_slipBeam304055]; # yield chord rotation for columns of the 1st floor in rad
set THu_Beam304055 0.089954; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Define Material
set Beta 0.0 ;
# Column303018
uniaxialMaterial Hysteretic 18 $My_Col3030183 $THy_Col3030183 $Mu_Col3030183 $THu_Col3030183 [expr $My_Col3030183*(-1)] [expr $THy_Col3030183*(-1)] [expr $Mu_Col3030183*(-1)] [expr $THu_Col3030183*(-1)] 1 1 0 0 $Beta ;
#Column303022
puts "ahmad"
uniaxialMaterial Hysteretic 22 $My_Col3030223 $THy_Col3030223 $Mu_Col3030223 $THu_Col3030223 [expr $My_Col3030223*(-1)] [expr $THy_Col3030223*(-1)] [expr $Mu_Col3030223*(-1)] [expr $THu_Col3030223*(-1)] 1 1 0 0 $Beta ;
puts "ahmad"
###########BEAM
uniaxialMaterial Hysteretic 30 $My_Beam304055 $THy_Beam304055 $Mu_Beam304055 $THu_Beam304055 [expr $My_Beam304055*(-1)] [expr $THy_Beam304055*(-1)] [expr $Mu_Beam304055*(-1)] [expr $THu_Beam304055*(-1)] 1 1 0 0 $Beta ;
#source "Spring Material.tcl"
puts "ahmad"
#
#
#
#
# Define Elements
# Columns
# First Floor
# Tag iNode jNode np SecTag TransT Mass
element nonlinearBeamColumn 1 8 11 5 303018 1 ;
element nonlinearBeamColumn 2 7 12 5 303022 1 ;
element nonlinearBeamColumn 3 6 13 5 303022 1 ;
element nonlinearBeamColumn 4 5 14 5 303018 1 ;
# Second Floor
# Tag iNode jNode np SecTag TransT Mass
element nonlinearBeamColumn 6 18 21 5 303018 1 ;
element nonlinearBeamColumn 7 17 22 5 303022 1 ;
element nonlinearBeamColumn 8 16 23 5 303022 1 ;
# Third Floor Tag iNode jNode np SecTag TransT Mass
element nonlinearBeamColumn 11 28 31 5 303018 1 ;
element nonlinearBeamColumn 12 27 32 5 303022 1 ;
# Beams
# First Floor
# Tag iNode jNode np SecT TransT Mass
element nonlinearBeamColumn 101 188 115 5 30405 2 ;
element nonlinearBeamColumn 102 115 177 5 30406 2 ;
element nonlinearBeamColumn 104 177 166 5 30406 2 ;
element nonlinearBeamColumn 105 166 135 5 30406 2 ;
element nonlinearBeamColumn 106 135 155 5 30405 2 ;
# Second Floor
# Tag iNode jNode np SecT TransT Mass
element nonlinearBeamColumn 201 288 215 5 30405 2
element nonlinearBeamColumn 202 215 277 5 30406 2 ;
element nonlinearBeamColumn 203 277 225 5 30406 2 ;
element nonlinearBeamColumn 204 225 266 5 30405 2 ;
#
## Third Floor
## Tag iNode jNode np SecT TransT Mass
element nonlinearBeamColumn 301 388 377 5 30405 2 ;
#
#Define Element ZeroLength for Rotational Springs For Columns
#First Floor
#Down
element zeroLength 21 1 8 -mat 41 -dir 6
element zeroLength 22 2 7 -mat 41 -dir 6
element zeroLength 23 3 6 -mat 41 -dir 6
element zeroLength 24 4 5 -mat 41 -dir 6
## UP
element zeroLength 25 188 11 -mat 41 -dir 6
element zeroLength 26 177 12 -mat 41 -dir 6
element zeroLength 27 166 13 -mat 41 -dir 6
element zeroLength 28 155 14 -mat 41 -dir 6
# Second Floor
# Down
element zeroLength 29 188 18 -mat 41 -dir 6
element zeroLength 30 177 17 -mat 41 -dir 6
element zeroLength 31 166 16 -mat 41 -dir 6
# UP
element zeroLength 32 288 21 -mat 41 -dir 6
element zeroLength 33 277 22 -mat 41 -dir 6
element zeroLength 34 266 23 -mat 41 -dir 6
# Third Floor
# Down
element zeroLength 15 288 28 -mat 41 -dir 6
element zeroLength 16 277 27 -mat 41 -dir 6
# UP
element zeroLength 17 388 31 -mat 41 -dir 6
element zeroLength 18 377 32 -mat 41 -dir 6
##################################################################
## First Floor
equalDOF 1 8 1 2
equalDOF 2 7 1 2
equalDOF 3 6 1 2
equalDOF 4 5 1 2
equalDOF 188 11 1 2
equalDOF 177 12 1 2
equalDOF 166 13 1 2
equalDOF 155 14 1 2
#Second Floor
equalDOF 188 18 1 2
equalDOF 177 17 1 2
equalDOF 166 16 1 2
equalDOF 288 21 1 2
equalDOF 277 22 1 2
equalDOF 266 23 1 2
#Third Floor
equalDOF 288 28 1 2
equalDOF 277 27 1 2
equalDOF 388 31 1 2
equalDOF 377 32 1 2
#
#
###########################################################3
#
#
##################
puts "end of define"
## Gravity-analysis: load-controlled static analysis
#set Load [expr ($DL+$LL)] ;
#pattern Plain 6 Linear { ;
#eleLoad -ele 101 102 -type beamUniform -$Load
#eleLoad -ele 201 202 -type beamUniform -$Load
#eleLoad -ele 301 -type beamUniforn -$Load
#};
puts "End of Define Loads"
#Define Loads
# Define Eigen Parameters
set a [eigen 6] ;
set W11 [lindex $a 0] ;
set W22 [lindex $a 1] ;
set W33 [lindex $a 2] ;
set W44 [lindex $a 3] ;
set W55 [lindex $a 4] ;
set W66 [lindex $a 5] ;
set W1 [expr pow($W11,0.5)] ;
set W2 [expr pow($W22,0.5)] ;
set W3 [expr pow($W33,0.5)] ;
set W4 [expr pow($W44,0.5)] ;
set W5 [expr pow($W55,0.5)] ;
set W6 [expr pow($W66,0.5)] ;
set T1 [expr 2.0*$pi/$W1] ;
set T2 [expr 2.0*$pi/$W2] ;
set T3 [expr 2.0*$pi/$W3] ;
set T4 [expr 2.0*$pi/$W4] ;
set T5 [expr 2.0*$pi/$W5] ;
set T6 [expr 2.0*$pi/$W6] ;
#
puts "*************"
puts "W1=$W1 Rad/Sec"
puts "T1=$T1 Sec"
puts "*************"
puts "W2=$W2 Rad/Sec"
puts "T2=$T2 Sec"
puts "*************"
puts "W3=$W3 Rad/Sec"
puts "T3=$T3 Sec"
puts "*************"
puts "W4=$W4 Rad/Sec"
puts "T4=$T4 Sec"
puts "*************"
puts "W5=$W5 Rad/Sec"
puts "T5=$T5 Sec"
puts "*************"
puts "W6=$W6 Rad/Sec"
puts "T6=$T6 Sec"
puts "*************"
##set Load [expr (10000)] ;
#
#
#numberer RCM
#set alphaM 1
#set alphaS 1
#constraints Penalty $alphaS $alphaM
#system BandGeneral
#integrator ArcLength 2.0 0.2;
#test EnergyIncr $Tol 600;
#
#algorithm Newton
#test NormDispIncr 1e-3 10000
#analysis Static
#analyze 100
#
#set alphaM 1
#set alphaS 1
#
# #Static Analysis
#constraints Penalty 1 1
#numberer RCM
#system BandGeneral
#test EnergyIncr 1.e-6 10
#algorithm Newton
#integrator LoadControl 0.1;
##integrator DisplacementControl 4 1 0.00025
#analysis Static
#analyze 100
##
#
- Sun Apr 26, 2020 2:08 pm
- Forum: OpenSees.exe Users
- Topic: WARNING BandGenLinLapackSolver::solve() -LAPACK routine
- Replies: 13
- Views: 14965
Re: WARNING BandGenLinLapackSolver::solve() -LAPACK routine
Hi i am facing with this problem how can i fix it?
# In The Name Of God
# AHMAD BSR
# George D.Hatzigeorgiou a, AsteriosA.Liolios Model
# 2D Concrete Frame Model
# Irregular ,Model/ 3 Story
# Units KN,M
wipe ;
wipeAnalysis ;
model BasicBuilder -ndm 2 -ndf 3 ;
# define Parameters
set displayMode "displayON"
set L1 5.00 ;
set H1 3.00 ;
set DL 2000.0 ;
set LL 0 ;
set mConc 2000.0 ;
set FileName "3Story.irregular Model"
file mkdir $FileName ;
set fc 25e6 ;
set Ec 23153.2e6 ;
set Cover 0.04 ;
set pi 3.141592654 ;
# Define nodes
# Define nodes
# Base nodes
# X Y
node 1 0.0 0.0 ;
node 2 $L1 0.0 ;
node 3 [expr 2*$L1] 0.0 ;
node 4 [expr 3*$L1] 0.0 ;
node 5 [expr 3*$L1] 0.0 ;
node 6 [expr 2*$L1] 0.0 ;
node 7 $L1 0.0 ;
node 8 0.0 0.0 ;
# First Floor
node 11 0.0 $H1 ;
node 12 $L1 $H1 ;
node 13 [expr 2*$L1] $H1 ;
node 14 [expr 3*$L1] $H1 ;
node 115 2.5 $H1 ;
node 15 [expr 3*$L1] $H1 ;
node 155 [expr 3*$L1] $H1 ;
node 16 [expr 2*$L1] $H1 ;
node 166 [expr 2*$L1] $H1 ;
node 17 $L1 $H1 ;
node 177 $L1 $H1 ;
node 18 0.0 $H1 ;
node 188 0.0 $H1 ;;
node 135 12.5 [expr 1*$H1]
#Second Floor
node 21 0.0 [expr 2*$H1] ;
node 22 $L1 [expr 2*$H1] ;
node 23 [expr 2*$L1] [expr 2*$H1] ;
node 266 [expr 2*$L1] [expr 2*$H1] ;
node 27 $L1 [expr 2*$H1] ;
node 277 $L1 [expr 2*$H1] ;
node 28 0.0 [expr 2*$H1] ;
node 288 0.0 [expr 2*$H1] ;
node 215 2.5 [expr 2*$H1]
node 225 7.5 [expr 2*$H1]
# Third Floor
node 31 0.0 [expr 3*$H1] ;
node 32 $L1 [expr 3*$H1] ;
node 377 $L1 [expr 3*$H1] ;
node 388 0.0 [expr 3*$H1] ;
# First Floor
equalDOF 188 115 1
equalDOF 188 177 1
equalDOF 188 166 1
equalDOF 188 135 1
equalDOF 188 155 1
# Second Floor
equalDOF 288 215 1
equalDOF 288 277 1
equalDOF 288 225 1
equalDOF 288 266 1
# Third Floor
equalDOF 388 377 1
## Define Constraints
fix 1 1 1 1 ;
fix 2 1 1 1 ;
fix 3 1 1 1 ;
fix 4 1 1 1 ;
#
#fix 188 0 0 1
#fix 177 0 0 1
#fix 166 0 0 1
#fix 155 0 0 1
#fix 288 0 0 1
#fix 277 0 0 1
#fix 266 0 0 1
#fix 388 0 0 1
#fix 377 0 0 1
set g 9.86 ;
#set WeightFloor3 13289.6 ;
#set WeightFloor2 26579.2 ;
#set WeightFloor1 39868.8 ;
#set Weightfloor1Bay [expr ($WeightFloor1/3.0)] ;
#set Weightfloor2Bay [expr ($WeightFloor2/2.0)] ;
#set Weightfloor3Bay $WeightFloor3 ;
#
#
set WeightFloor3 [expr (39868.] ;
set WeightFloor2 [expr (53865.6)] ;
set WeightFloor1 [expr (29579.2)] ;
set Weightfloor1Bay [expr ($WeightFloor1/3.0)] ;
set Weightfloor2Bay [expr ($WeightFloor2/3.0)] ;
set Weightfloor3Bay [expr ($WeightFloor3/3.0)] ;
mass 188 [expr ((($Weightfloor1Bay/$g)/2)+(3181.0+3181.0+50000)/$g)] 1.e-9 0. ;
mass 177 [expr (($Weightfloor1Bay/$g)+(3181.0+3181.0+100000/$g))] 1.e-9 0. ;
mass 166 [expr (($Weightfloor1Bay/$g)+(3181.0+3181.0+100000/$g))] 1.e-9 0. ;
mass 155 [expr ((($Weightfloor1Bay/$g)/2)+(3181.0+50000)/$g)] 1.e-9 0. ;
mass 288 [expr ((($Weightfloor2Bay/$g)/2)+(3181.0+3181.0+50000)/$g)] 1.e-9 0. ;
mass 277 [expr (($Weightfloor2Bay/$g)+(3181.0+3181.0+100000)/$g)] 1.e-9 0. ;
mass 266 [expr ((($Weightfloor2Bay/$g)/2)+(3181.0+3181.0+50000)/$g)] 1.e-9 0. ;
mass 388 [expr ((($Weightfloor3Bay/$g)/2)+(3181.0+50000)/$g)] 1.e-9 0. ;
mass 377 [expr ((($Weightfloor3Bay/$g)/2)+(3181.0+50000)/$g)] 1.e-9 0. ;
# Define Constraints
#fix 8 1 1 1 ;
#fix 7 1 1 1 ;
#fix 6 1 1 1 ;
#fix 5 1 1 1 ;
#
#rigidLink beam 11 14
# Define Material
set fc1C 266 ; # CONFINED concrete (mander model), maximum stress
set eps1C [expr 2.*$fc1C/$Ec]; # strain at maximum stress
set fc2C [expr 0.2*$fc1C]; # ultimate stress
set eps2C [expr 5*$eps1C]; # strain at ultimate stress
# unconfined concrete
set fc1U 20e6; # UNCONFINED concrete (todeschini parabolic model), maximum stress
set eps1U -0.003; # strain at maximum strength of unconfined concrete
set fc2U [expr 0.2*$fc1U]; # ultimate stress
set eps2U -0.01; # strain at ultimate stress
set lambda 0.1; # ratio between unloading slope at $eps2 and initial slope $Ec
# tensile-strength properties
set ftC [expr -0.14*$fc1C]; # tensile strength +tension
set ftU [expr -0.14*$fc1U]; # tensile strength +tension
set Ets [expr $ftU/0.002]; # tension softening stiffness
# Define Material
# n,mm
# Define Steel matTag fy fu Es Esh esh eult
uniaxialMaterial Steel02 1 500e6 2e11 0.01 15 .925 0.15
uniaxialMaterial Steel02 41 500e6 2e11 0.01 15 .925 0.15
# (Confined) matTag
uniaxialMaterial Concrete06 2 -28e6 -0.003 2.91 1 0.32 1.38e6 0.00008 0.4 0.08; # build cover concrete (confined)
uniaxialMaterial Concrete06 3 -24e6 -0.003 1.88 1 0.32 1.38e6 0.00008 0.4 0.08; # build cover concrete (unconfined)
#uniaxialMaterial Concrete02 2 $fc1C $eps1C $fc2C $eps2C $lambda $ftC $Ets;
#
#uniaxialMaterial Concrete03 3 $fc1U $eps1U $fc2U # build core concrete (confined)# build core concrete (confined)
## (Unconfined)
#uniaxialMaterial Concrete02 3 $fc1U $eps1U $fc2U $eps2U $lambda $ftU $Ets; # build cover concrete (unconfined)
## Define Sections
#uniaxialMaterial Concrete01 2 -24.e3 -0.002 -4.8e3 -0.005
##uniaxialMaterial Concrete01 3 -28.e3 -0.0024 -5.6e3 -0.015
## Define Sections
# Columns C 30*30 18
set CoreMat 2 ;
set CoverMat 3 ;
set BarMatC 1 ;
set UpNum 3 ;
set MidNum 2 ;
set DownNum 3 ;
set space [expr (0.3-(2.0*$Cover))/2] ;
set UpA18 [expr pow(9.e-3,2)*2*asin(1)];
set UpA22 [expr pow(11.e-3,2)*2*asin(1)] ;
set DownA18 [expr pow(9.e-3,2)*2*asin(1)] ;
set DownA22 [expr pow(11.e-3,2)*2*asin(1)] ;
set MidA18 [expr pow(9.e-3,2)*2*asin(1)] ;
set MidA22 [expr pow(11.e-3,2)*2*asin(1)] ;
###### sotun
set c 0.3
set c2 [expr $c-(2*$Cover)]
set space [expr ($c-(2.0*$Cover))/2] ;
#########tip 2 tir dar tabaghe 2
set h 0.4
set h2 [expr $h-(2*$Cover)]
set b 0.3
set b2 [expr $b-(2*$Cover)]
section Fiber 303018 { ;
patch quad $CoreMat 20 20 [expr -$c2/2] [expr $c2/2] [expr -$c2/2] [expr -$c2/2] [expr $c2/2] [expr -$c2/2] [expr $c2/2] [expr $c2/2]
patch quad $CoverMat 20 6 [expr -$c/2] [expr $c2/2] [expr -$c/2] [expr -$c2/2] [expr -$c2/2] [expr -$c2/2] [expr -$c2/2] [expr $c2/2]
patch quad $CoverMat 20 6 [expr $c2/2] [expr $c2/2] [expr $c2/2] [expr -$c2/2] [expr $c/2] [expr -$c2/2] [expr $c/2] [expr $c2/2]
patch quad $CoverMat 6 20 [expr -$c/2] [expr -$c2/2] [expr -$c/2] [expr -$c/2] [expr $c/2] [expr -$c/2] [expr $c/2] [expr -$c2/2]
patch quad $CoverMat 6 20 [expr -$c/2] [expr $c/2] [expr -$c/2] [expr $c2/2] [expr $c/2] [expr $c2/2] [expr $c/2] [expr $c/2]
# MatTag BarNum BarA YStart ZStart YEnd ZEnd
layer straight $BarMatC 3 [expr pow(9e-3,2)*2*asin(1)] [expr $h2/2] [expr $b2/2] [expr $h2/2] [expr -$b2/2]
layer straight $BarMatC 3 [expr pow(9e-3,2)*2*asin(1)] [expr -$h2/2] [expr $b2/2] [expr -$h2/2] [expr -$b2/2]
layer straight $BarMatC 2 [expr pow(9e-3,2)*2*asin(1)] 0.0 [expr $b2/2] 0.0 [expr -$b2/2]
} ;
# Column C 30*30 22
section Fiber 303022 { ;
# MatTag Nij Njk yi zi yj zj yk zk yl zl
patch quad $CoreMat 20 20 [expr -$c2/2] [expr $c2/2] [expr -$c2/2] [expr -$c2/2] [expr $c2/2] [expr -$c2/2] [expr $c2/2] [expr $c2/2]
patch quad $CoverMat 20 6 [expr -$c/2] [expr $c2/2] [expr -$c/2] [expr -$c2/2] [expr -$c2/2] [expr -$c2/2] [expr -$c2/2] [expr $c2/2]
patch quad $CoverMat 20 6 [expr $c2/2] [expr $c2/2] [expr $c2/2] [expr -$c2/2] [expr $c/2] [expr -$c2/2] [expr $c/2] [expr $c2/2]
patch quad $CoverMat 6 20 [expr -$c/2] [expr -$c2/2] [expr -$c/2] [expr -$c/2] [expr $c/2] [expr -$c/2] [expr $c/2] [expr -$c2/2]
patch quad $CoverMat 6 20 [expr -$c/2] [expr $c/2] [expr -$c/2] [expr $c2/2] [expr $c/2] [expr $c2/2] [expr $c/2] [expr $c/2]
# MatTag BarNum BarA YStart ZStart YEnd ZEnd
layer straight $BarMatC 3 [expr pow(11e-3,2)*2*asin(1)] [expr $h2/2] [expr $b2/2] [expr $h2/2] [expr -$b2/2]
layer straight $BarMatC 3 [expr pow(11e-3,2)*2*asin(1)] [expr -$h2/2] [expr $b2/2] [expr -$h2/2] [expr -$b2/2]
layer straight $BarMatC 2 [expr pow(11e-3,2)*2*asin(1)] 0.0 [expr $b2/2] 0.0 [expr -$b2/2]
} ;
puts "ahmad"
#Beam B30/40
set CoreBMat 12 ;
set BarMatB 41 ;
set BB1 0.3 ;
set D1 0.40 ;
set BB2 [expr $BB1/2] ;
set D2 [expr $D1/2] ;
set D3 [expr ($D1/2)-$Cover] ;
set BB3 [expr ($BB1/2)-$Cover] ;
set fcb [expr 1.3*$fc] ;
set eps1b [expr 2.*$fcb/$Ec];
set fc2b [expr 0.2*$fcb] ;
set eps2b [expr 5*$eps1b] ;
set BarAB [expr pow(8.e-3,2)*2*asin(1)] ;
uniaxialMaterial Concrete06 12 28e6 -0.0038 1.88 1 0.32 1.38e6 0.00008 0.4 0.08 ; # build core concrete (confined)
section Fiber 30405 { ;
# MatTag Nij Njk yi zi yj zj yk zk yl zl
patch quad $CoreBMat 20 20 [expr -$h2/2] [expr $b2/2] [expr -$h2/2] [expr -$b2/2] [expr $h2/2] [expr -$b2/2] [expr $h2/2] [expr $b2/2]
patch quad $CoverMat 20 6 [expr -$h/2] [expr $b2/2] [expr -$h/2] [expr -$b2/2] [expr -$h2/2] [expr -$b2/2] [expr -$h2/2] [expr $b2/2]
patch quad $CoverMat 20 6 [expr $h2/2] [expr $b2/2] [expr $h2/2] [expr -$b2/2] [expr $h/2] [expr -$b2/2] [expr $h/2] [expr $b2/2]
patch quad $CoverMat 6 20 [expr -$h/2] [expr -$b2/2] [expr -$h/2] [expr -$b/2] [expr $h/2] [expr -$b/2] [expr $h/2] [expr -$b2/2]
patch quad $CoverMat 6 20 [expr -$h/2] [expr $b/2] [expr -$h/2] [expr $b2/2] [expr $h/2] [expr $b2/2] [expr $h/2] [expr $b/2]
layer straight $BarMatC 5 [expr pow(8e-3,2)*2*asin(1)] [expr $b2/2] [expr $h2/2] [expr $h2/2] [expr -$b2/2]
layer straight $BarMatC 3 [expr pow(8e-3,2)*2*asin(1)] [expr $b2/2] [expr -$h2/2] [expr -$h2/2] [expr -$b2/2]
};
section Fiber 30406 { ;
# MatTag Nij Njk yi zi yj zj yk zk yl zl
patch quad $CoreBMat 20 20 [expr -$h2/2] [expr $b2/2] [expr -$h2/2] [expr -$b2/2] [expr $h2/2] [expr -$b2/2] [expr $h2/2] [expr $b2/2]
patch quad $CoverMat 20 6 [expr -$h/2] [expr $b2/2] [expr -$h/2] [expr -$b2/2] [expr -$h2/2] [expr -$b2/2] [expr -$h2/2] [expr $b2/2]
patch quad $CoverMat 20 6 [expr $h2/2] [expr $b2/2] [expr $h2/2] [expr -$b2/2] [expr $h/2] [expr -$b2/2] [expr $h/2] [expr $b2/2]
patch quad $CoverMat 6 20 [expr -$h/2] [expr -$b2/2] [expr -$h/2] [expr -$b/2] [expr $h/2] [expr -$b/2] [expr $h/2] [expr -$b2/2]
patch quad $CoverMat 6 20 [expr -$h/2] [expr $b/2] [expr -$h/2] [expr $b2/2] [expr $h/2] [expr $b2/2] [expr $h/2] [expr $b/2]
layer straight $BarMatC 6 [expr pow(8e-3,2)*2*asin(1)] [expr $b2/2] [expr $h2/2] [expr $h2/2] [expr -$b2/2]
layer straight $BarMatC 3 [expr pow(8e-3,2)*2*asin(1)] [expr $b2/2] [expr -$h2/2] [expr -$h2/2] [expr -$b2/2]
};
set Load [expr ($DL+$LL)] ;
puts "ahmad"
# Define Transformation
geomTransf Corotational 1 ;
geomTransf Corotational 2 ;
# Define Elements
# Columns mass
#set massCol [expr (0.30*0.30*$mConc)] ;
## Beam mass
#set massB [expr ((0.30*0.40*$mConc)+$Load)] ;
#puts "ahmad"
#
#set integration18 "HingeEndpoint 303018 0.15 303018 0.15 303018" ;
#set integration22 "HingeEndpoint 303022 0.15 303022 0.15 303022" ;
#set integration5 "HingeEndpoint 30405 0.2 30405 0.2 30405" ;
#set integration6 "HingeEndpoint 30406 0.2 30406 0.2 30406" ;
#
# Define Hyesteretic Material for SPRING
# Column 303018
# Column 303018
# Column 303018
set My_Col3030183 96864 ;# yield moment of the columns
set Mu_Col3030183 116667 ; # ultimate moment of the columns
set K_slip3030183 23921004.5 ;
#set K_slip3030183 33454545.5 ;
#
set THy_Col3030183 [expr $My_Col3030183/$K_slip3030183]; # yield chord rotation for columns of the 1st floor in rad
set THu_Col3030183 0.038196; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Column 303022
set My_Col3030223 139969 ;# yield moment of the columns
set Mu_Col3030223 164410 ; # ultimate moment of the columns
set K_slip3030223 28279400.28 ;
set THy_Col3030223 [expr $My_Col3030223/$K_slip3030223]; # yield chord rotation for columns of the 1st floor in rad
set THu_Col3030223 0.033119; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Column 353518
set My_Col3535183 122699 ;# yield moment of the columns
set Mu_Col3535183 153105 ; # ultimate moment of the columns
set K_slip3535183 42769567.3 ;
set THy_Col3535183 [expr $My_Col3535183/$K_slip3535183]; # yield chord rotation for columns of the 1st floor in rad
set THu_Col3535183 0.044711; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Column353522
set My_Col3535223 176845 ;# yield moment of the columns
set Mu_Col3535223 213338 ; # ultimate moment of the columns
set K_slip3535223 45852397.1 ;
set THy_Col3535223 [expr $My_Col3535223/$K_slip3535223]; # yield chord rotation for columns of the 1st floor in rad
set THu_Col3535223 0.035585; # ultimate chord rotation for columns (EC8)
# Column404018
set My_Col4040183 150963 ;# yield moment of the columns
set Mu_Col4040183 191825 ; # ultimate moment of the columns
set K_slip4040183 60142992.8 ;
set THy_Col4040183 [expr $My_Col4040183/$K_slip4040183]; # yield chord rotation for columns of the 1st floor in rad
set THu_Col4040183 0.047679; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Column404022
set My_Col4040223 211982 ;# yield moment of the columns
set Mu_Col4040223 266493 ; # ultimate moment of the columns
set K_slip4040223 69097658 ;
set THy_Col4040223 0.003068; # yield chord rotation for columns of the 1st floor in rad
set THu_Col4040223 0.035575; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Column4040184
set My_Col4040184 150963 ;# yield moment of the columns
set Mu_Col4040184 191825 ; # ultimate moment of the columns
set K_slip4040184 57263162 ;
set THy_Col4040184 0.002636; # yield chord rotation for columns of the 1st floor in rad
set THu_Col4040184 0.05581; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Column4040224
set My_Col4040224 211982 ;# yield moment of the columns
set Mu_Col4040224 266493 ; # ultimate moment of the columns
set K_slip4040224 65789050.4 ;
set THy_Col4040224 [expr $My_Col4040224/$K_slip4040224]; # yield chord rotation for columns of the 1st floor in rad
set THu_Col4040224 0.040858; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
##########################################
##Beam
set My_Beam304055 93621 ;# yield moment of the columns
set Mu_Beam304055 129558 ; # ultimate moment of the columns
set K_slipBeam304055 436030898.3 ;
#set K_slipBeam304055 [expr 0.35*645150000] ;
set THy_Beam304055 [expr $My_Beam304055/$K_slipBeam304055]; # yield chord rotation for columns of the 1st floor in rad
set THu_Beam304055 0.089954; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Define Material
set Beta 0.0 ;
# Column303018
uniaxialMaterial Hysteretic 18 $My_Col3030183 $THy_Col3030183 $Mu_Col3030183 $THu_Col3030183 [expr $My_Col3030183*(-1)] [expr $THy_Col3030183*(-1)] [expr $Mu_Col3030183*(-1)] [expr $THu_Col3030183*(-1)] 1 1 0 0 $Beta ;
#Column303022
puts "ahmad"
uniaxialMaterial Hysteretic 22 $My_Col3030223 $THy_Col3030223 $Mu_Col3030223 $THu_Col3030223 [expr $My_Col3030223*(-1)] [expr $THy_Col3030223*(-1)] [expr $Mu_Col3030223*(-1)] [expr $THu_Col3030223*(-1)] 1 1 0 0 $Beta ;
puts "ahmad"
# Column353518
#uniaxialMaterial Hysteretic 23 $My_Col353518 $THy_Col353518 $Mu_Col353518 $THu_Col353518 [expr $My_Col353518*(-1)] [expr $THy_Col353518*(-1)] [expr $Mu_Col353518*(-1)] [expr $THu_Col353518*(-1)] 1 1 0 0 $Beta ;
puts "ahmad"
# Column353522
#uniaxialMaterial Hysteretic 24 $My_Col303022 $THy_Col353522 $Mu_Col353522 $THu_Col353522 [expr $My_Col353522*(-1)] [expr $THy_Col353522*(-1)] [expr $Mu_Col353522*(-1)] [expr $THu_Col353522*(-1)] 1 1 0 0 $Beta ;
puts "ahmadb"
# Column404018
#uniaxialMaterial Hysteretic 25 $My_Col404018 $THy_Col404018 $Mu_Col404018 $THu_Col404018 [expr $My_Col404018*(-1)] [expr $THy_Col404018*(-1)] [expr $Mu_Col404018*(-1)] [expr $THu_Col404018*(-1)] 1 1 0 0 $Beta ;
puts "ahmadbc"
#Column404022
#uniaxialMaterial Hysteretic 26 $My_Col404022 $THy_Col404022 $Mu_Col404022 $THu_Col404022 -$My_Col404022 -$THy_Col404022 -$Mu_Col404022 -$THu_Col404022 1 1 0 0 $Beta ;
puts "ahmadbcd"
#Column4040184
#uniaxialMaterial Hysteretic 27 $My_Col4040184 $THy_Col4040184 $Mu_Col4040184 $THu_Col4040184 [expr $My_Col4040184*(-1)] [expr $THy_Col4040184*(-1)] [expr $Mu_Col4040184*(-1)] [expr $THu_Col4040184*(-1)] 1 1 0 0 $Beta ;
puts "ahmadbcde"
#Column4040224
#uniaxialMaterial Hysteretic 28 $My_Col4040224 $THy_Col4040224 $Mu_Col4040224 $THu_Col4040224 [expr $My_Col4040224*(-1)] [expr $THy_Col4040224*(-1)] [expr $Mu_Col4040224*(-1)] [expr $THu_Col4040224*(-1)] 1 1 0 0 $Beta ;
###########BEAM
uniaxialMaterial Hysteretic 30 $My_Beam304055 $THy_Beam304055 $Mu_Beam304055 $THu_Beam304055 [expr $My_Beam304055*(-1)] [expr $THy_Beam304055*(-1)] [expr $Mu_Beam304055*(-1)] [expr $THu_Beam304055*(-1)] 1 1 0 0 $Beta ;
#source "Spring Material.tcl"
puts "ahmad"
#
#
#
#
# Define Elements
# Columns
# First Floor
# Tag iNode jNode np SecTag TransT Mass
element nonlinearBeamColumn 1 8 11 5 303018 1 ;
element nonlinearBeamColumn 2 7 12 5 303022 1 ;
element nonlinearBeamColumn 3 6 13 5 303022 1 ;
element nonlinearBeamColumn 4 5 14 5 303018 1 ;
# Second Floor
# Tag iNode jNode np SecTag TransT Mass
element nonlinearBeamColumn 6 18 21 5 303018 1 ;
element nonlinearBeamColumn 7 17 22 5 303022 1 ;
element nonlinearBeamColumn 8 16 23 5 303022 1 ;
# Third Floor Tag iNode jNode np SecTag TransT Mass
element nonlinearBeamColumn 11 28 31 5 303018 1 ;
element nonlinearBeamColumn 12 27 32 5 303022 1 ;
# Beams
# First Floor
# Tag iNode jNode np SecT TransT Mass
element nonlinearBeamColumn 101 188 115 5 30405 2 ;
element nonlinearBeamColumn 102 115 177 5 30406 2 ;
element nonlinearBeamColumn 104 177 166 5 30406 2 ;
element nonlinearBeamColumn 105 166 135 5 30406 2 ;
element nonlinearBeamColumn 106 135 155 5 30405 2 ;
# Second Floor
# Tag iNode jNode np SecT TransT Mass
element nonlinearBeamColumn 201 288 215 5 30405 2
element nonlinearBeamColumn 202 215 277 5 30406 2 ;
element nonlinearBeamColumn 203 277 225 5 30406 2 ;
element nonlinearBeamColumn 204 225 266 5 30405 2 ;
#
## Third Floor
## Tag iNode jNode np SecT TransT Mass
element nonlinearBeamColumn 301 388 377 5 30405 2 ;
#
#Define Element ZeroLength for Rotational Springs For Columns
#First Floor
#Down
element zeroLength 21 1 8 -mat 41 -dir 6
element zeroLength 22 2 7 -mat 41 -dir 6
element zeroLength 23 3 6 -mat 41 -dir 6
element zeroLength 24 4 5 -mat 41 -dir 6
## UP
element zeroLength 25 188 11 -mat 41 -dir 6
element zeroLength 26 177 12 -mat 41 -dir 6
element zeroLength 27 166 13 -mat 41 -dir 6
element zeroLength 28 155 14 -mat 41 -dir 6
# Second Floor
# Down
element zeroLength 29 188 18 -mat 41 -dir 6
element zeroLength 30 177 17 -mat 41 -dir 6
element zeroLength 31 166 16 -mat 41 -dir 6
# UP
element zeroLength 32 288 21 -mat 41 -dir 6
element zeroLength 33 277 22 -mat 41 -dir 6
element zeroLength 34 266 23 -mat 41 -dir 6
# Third Floor
# Down
element zeroLength 15 288 28 -mat 41 -dir 6
element zeroLength 16 277 27 -mat 41 -dir 6
# UP
element zeroLength 17 388 31 -mat 41 -dir 6
element zeroLength 18 377 32 -mat 41 -dir 6
##################################################################
##element zeroLength 9911 188 123 -mat 304055 -dir 6
##element zeroLength 9912 177 1233 -mat 304055 -dir 6
##element zeroLength 9913 177 124 -mat 304055 -dir 6
##element zeroLength 9914 166 1243 -mat 304055 -dir 6
##element zeroLength 9915 166 125 -mat 304055 -dir 6
##element zeroLength 9916 155 1253 -mat 304055 -dir 6
##element zeroLength 9917 288 133 -mat 304055 -dir 6
##element zeroLength 9918 277 1333 -mat 304055 -dir 6
##element zeroLength 9919 277 134 -mat 304055 -dir 6
##element zeroLength 9920 266 1343 -mat 304055 -dir 6
###element zeroLength 9921 266 135 -mat 304055 -dir 6
###element zeroLength 9922 255 1353 -mat 304055 -dir 6
##element zeroLength 9923 388 143 -mat 304055 -dir 6
##element zeroLength 9924 377 1433 -mat 304055 -dir 6
###element zeroLength 9925 377 144 -mat 304055 -dir 6
###element zeroLength 9926 366 1443 -mat 304055 -dir 6
###element zeroLength 9927 366 145 -mat 304055 -dir 6
###element zeroLength 9928 355 1453 -mat 304055 -dir 6
#
## First Floor
equalDOF 1 8 1 2
equalDOF 2 7 1 2
equalDOF 3 6 1 2
equalDOF 4 5 1 2
equalDOF 188 11 1 2
equalDOF 177 12 1 2
equalDOF 166 13 1 2
equalDOF 155 14 1 2
#Second Floor
equalDOF 188 18 1 2
equalDOF 177 17 1 2
equalDOF 166 16 1 2
equalDOF 288 21 1 2
equalDOF 277 22 1 2
equalDOF 266 23 1 2
#Third Floor
equalDOF 288 28 1 2
equalDOF 277 27 1 2
equalDOF 388 31 1 2
equalDOF 377 32 1 2
#
#
###########################################################3
#
#
##################
#equalDOF 188 123 1 2
#equalDOF 177 1233 1 2
#equalDOF 177 124 1 2
#equalDOF 166 1243 1 2
#equalDOF 166 125 1 2
#equalDOF 155 1253 1 2
######################
#equalDOF 288 133 1 2
#equalDOF 277 1333 1 2
#equalDOF 277 134 1 2
#equalDOF 266 1343 1 2
##equalDOF 266 135 1 2
##equalDOF 255 1353 1 2
##############################
#equalDOF 388 143 1 2
#equalDOF 377 1433 1 2
##equalDOF 377 144 1 2
#equalDOF 366 1443 1 2
#equalDOF 366 145 1 2
#equalDOF 355 1453 1 2
######################################
#equalDOF 188 123 1
#equalDOF 188 1233 1
#equalDOF 188 124 1
#equalDOF 188 1243 1
#equalDOF 188 125 1
#equalDOF 188 1253 1
#####################
#equalDOF 288 133 1
#equalDOF 288 1333 1
#equalDOF 288 134 1
#equalDOF 288 1343 1
##equalDOF 288 135 1 2
##equalDOF 288 1353 1 2
#############################
#equalDOF 388 143 1 2
#equalDOF 388 1433 1 2
#equalDOF 377 144 1 2
#equalDOF 366 1443 1 2
##equalDOF 366 145 1 2
##equalDOF 355 1453 1 2
puts "end of define"
## Gravity-analysis: load-controlled static analysis
set Load [expr ($DL+$LL)] ;
pattern Plain 6 Linear { ;
eleLoad -ele 101 102 -type beamUniform -$Load
eleLoad -ele 201 202 -type beamUniform -$Load
eleLoad -ele 301 -type beamUniforn -$Load
};
puts "End of Define Loads"
set Tol 1.0e-5;
# convergence tolerance for test
constraints Penalty 10e9 10e9;
numberer RCM;
system BandGeneral;
test EnergyIncr $Tol 600;
algorithm Newton;
set NstepGravity 10;
set DGravity [expr 1./$NstepGravity];
integrator LoadControl $DGravity;
analysis Static;
analyze $NstepGravity;
#Define Loads
# Define Eigen Parameters
set a [eigen 6] ;
set W11 [lindex $a 0] ;
set W22 [lindex $a 1] ;
set W33 [lindex $a 2] ;
set W44 [lindex $a 3] ;
set W55 [lindex $a 4] ;
set W66 [lindex $a 5] ;
set W1 [expr pow($W11,0.5)] ;
set W2 [expr pow($W22,0.5)] ;
set W3 [expr pow($W33,0.5)] ;
set W4 [expr pow($W44,0.5)] ;
set W5 [expr pow($W55,0.5)] ;
set W6 [expr pow($W66,0.5)] ;
set T1 [expr 2.0*$pi/$W1] ;
set T2 [expr 2.0*$pi/$W2] ;
set T3 [expr 2.0*$pi/$W3] ;
set T4 [expr 2.0*$pi/$W4] ;
set T5 [expr 2.0*$pi/$W5] ;
set T6 [expr 2.0*$pi/$W6] ;
#
puts "*************"
puts "W1=$W1 Rad/Sec"
puts "T1=$T1 Sec"
puts "*************"
puts "W2=$W2 Rad/Sec"
puts "T2=$T2 Sec"
puts "*************"
puts "W3=$W3 Rad/Sec"
puts "T3=$T3 Sec"
puts "*************"
puts "W4=$W4 Rad/Sec"
puts "T4=$T4 Sec"
puts "*************"
puts "W5=$W5 Rad/Sec"
puts "T5=$T5 Sec"
puts "*************"
puts "W6=$W6 Rad/Sec"
puts "T6=$T6 Sec"
puts "*************"
##set Load [expr (10000)] ;
#
#
#numberer RCM
#set alphaM 1
#set alphaS 1
#constraints Penalty $alphaS $alphaM
#system BandGeneral
#integrator ArcLength 2.0 0.2;
#test EnergyIncr $Tol 600;
#
#algorithm Newton
#test NormDispIncr 1e-3 10000
#analysis Static
#analyze 100
#
#set alphaM 1
#set alphaS 1
#
# #Static Analysis
#constraints Penalty 1 1
#numberer RCM
#system BandGeneral
#test EnergyIncr 1.e-6 10
#algorithm Newton
#integrator LoadControl 0.1;
##integrator DisplacementControl 4 1 0.00025
#analysis Static
#analyze 100
##
#
# In The Name Of God
# AHMAD BSR
# George D.Hatzigeorgiou a, AsteriosA.Liolios Model
# 2D Concrete Frame Model
# Irregular ,Model/ 3 Story
# Units KN,M
wipe ;
wipeAnalysis ;
model BasicBuilder -ndm 2 -ndf 3 ;
# define Parameters
set displayMode "displayON"
set L1 5.00 ;
set H1 3.00 ;
set DL 2000.0 ;
set LL 0 ;
set mConc 2000.0 ;
set FileName "3Story.irregular Model"
file mkdir $FileName ;
set fc 25e6 ;
set Ec 23153.2e6 ;
set Cover 0.04 ;
set pi 3.141592654 ;
# Define nodes
# Define nodes
# Base nodes
# X Y
node 1 0.0 0.0 ;
node 2 $L1 0.0 ;
node 3 [expr 2*$L1] 0.0 ;
node 4 [expr 3*$L1] 0.0 ;
node 5 [expr 3*$L1] 0.0 ;
node 6 [expr 2*$L1] 0.0 ;
node 7 $L1 0.0 ;
node 8 0.0 0.0 ;
# First Floor
node 11 0.0 $H1 ;
node 12 $L1 $H1 ;
node 13 [expr 2*$L1] $H1 ;
node 14 [expr 3*$L1] $H1 ;
node 115 2.5 $H1 ;
node 15 [expr 3*$L1] $H1 ;
node 155 [expr 3*$L1] $H1 ;
node 16 [expr 2*$L1] $H1 ;
node 166 [expr 2*$L1] $H1 ;
node 17 $L1 $H1 ;
node 177 $L1 $H1 ;
node 18 0.0 $H1 ;
node 188 0.0 $H1 ;;
node 135 12.5 [expr 1*$H1]
#Second Floor
node 21 0.0 [expr 2*$H1] ;
node 22 $L1 [expr 2*$H1] ;
node 23 [expr 2*$L1] [expr 2*$H1] ;
node 266 [expr 2*$L1] [expr 2*$H1] ;
node 27 $L1 [expr 2*$H1] ;
node 277 $L1 [expr 2*$H1] ;
node 28 0.0 [expr 2*$H1] ;
node 288 0.0 [expr 2*$H1] ;
node 215 2.5 [expr 2*$H1]
node 225 7.5 [expr 2*$H1]
# Third Floor
node 31 0.0 [expr 3*$H1] ;
node 32 $L1 [expr 3*$H1] ;
node 377 $L1 [expr 3*$H1] ;
node 388 0.0 [expr 3*$H1] ;
# First Floor
equalDOF 188 115 1
equalDOF 188 177 1
equalDOF 188 166 1
equalDOF 188 135 1
equalDOF 188 155 1
# Second Floor
equalDOF 288 215 1
equalDOF 288 277 1
equalDOF 288 225 1
equalDOF 288 266 1
# Third Floor
equalDOF 388 377 1
## Define Constraints
fix 1 1 1 1 ;
fix 2 1 1 1 ;
fix 3 1 1 1 ;
fix 4 1 1 1 ;
#
#fix 188 0 0 1
#fix 177 0 0 1
#fix 166 0 0 1
#fix 155 0 0 1
#fix 288 0 0 1
#fix 277 0 0 1
#fix 266 0 0 1
#fix 388 0 0 1
#fix 377 0 0 1
set g 9.86 ;
#set WeightFloor3 13289.6 ;
#set WeightFloor2 26579.2 ;
#set WeightFloor1 39868.8 ;
#set Weightfloor1Bay [expr ($WeightFloor1/3.0)] ;
#set Weightfloor2Bay [expr ($WeightFloor2/2.0)] ;
#set Weightfloor3Bay $WeightFloor3 ;
#
#
set WeightFloor3 [expr (39868.
] ;set WeightFloor2 [expr (53865.6)] ;
set WeightFloor1 [expr (29579.2)] ;
set Weightfloor1Bay [expr ($WeightFloor1/3.0)] ;
set Weightfloor2Bay [expr ($WeightFloor2/3.0)] ;
set Weightfloor3Bay [expr ($WeightFloor3/3.0)] ;
mass 188 [expr ((($Weightfloor1Bay/$g)/2)+(3181.0+3181.0+50000)/$g)] 1.e-9 0. ;
mass 177 [expr (($Weightfloor1Bay/$g)+(3181.0+3181.0+100000/$g))] 1.e-9 0. ;
mass 166 [expr (($Weightfloor1Bay/$g)+(3181.0+3181.0+100000/$g))] 1.e-9 0. ;
mass 155 [expr ((($Weightfloor1Bay/$g)/2)+(3181.0+50000)/$g)] 1.e-9 0. ;
mass 288 [expr ((($Weightfloor2Bay/$g)/2)+(3181.0+3181.0+50000)/$g)] 1.e-9 0. ;
mass 277 [expr (($Weightfloor2Bay/$g)+(3181.0+3181.0+100000)/$g)] 1.e-9 0. ;
mass 266 [expr ((($Weightfloor2Bay/$g)/2)+(3181.0+3181.0+50000)/$g)] 1.e-9 0. ;
mass 388 [expr ((($Weightfloor3Bay/$g)/2)+(3181.0+50000)/$g)] 1.e-9 0. ;
mass 377 [expr ((($Weightfloor3Bay/$g)/2)+(3181.0+50000)/$g)] 1.e-9 0. ;
# Define Constraints
#fix 8 1 1 1 ;
#fix 7 1 1 1 ;
#fix 6 1 1 1 ;
#fix 5 1 1 1 ;
#
#rigidLink beam 11 14
# Define Material
set fc1C 266 ; # CONFINED concrete (mander model), maximum stress
set eps1C [expr 2.*$fc1C/$Ec]; # strain at maximum stress
set fc2C [expr 0.2*$fc1C]; # ultimate stress
set eps2C [expr 5*$eps1C]; # strain at ultimate stress
# unconfined concrete
set fc1U 20e6; # UNCONFINED concrete (todeschini parabolic model), maximum stress
set eps1U -0.003; # strain at maximum strength of unconfined concrete
set fc2U [expr 0.2*$fc1U]; # ultimate stress
set eps2U -0.01; # strain at ultimate stress
set lambda 0.1; # ratio between unloading slope at $eps2 and initial slope $Ec
# tensile-strength properties
set ftC [expr -0.14*$fc1C]; # tensile strength +tension
set ftU [expr -0.14*$fc1U]; # tensile strength +tension
set Ets [expr $ftU/0.002]; # tension softening stiffness
# Define Material
# n,mm
# Define Steel matTag fy fu Es Esh esh eult
uniaxialMaterial Steel02 1 500e6 2e11 0.01 15 .925 0.15
uniaxialMaterial Steel02 41 500e6 2e11 0.01 15 .925 0.15
# (Confined) matTag
uniaxialMaterial Concrete06 2 -28e6 -0.003 2.91 1 0.32 1.38e6 0.00008 0.4 0.08; # build cover concrete (confined)
uniaxialMaterial Concrete06 3 -24e6 -0.003 1.88 1 0.32 1.38e6 0.00008 0.4 0.08; # build cover concrete (unconfined)
#uniaxialMaterial Concrete02 2 $fc1C $eps1C $fc2C $eps2C $lambda $ftC $Ets;
#
#uniaxialMaterial Concrete03 3 $fc1U $eps1U $fc2U # build core concrete (confined)# build core concrete (confined)
## (Unconfined)
#uniaxialMaterial Concrete02 3 $fc1U $eps1U $fc2U $eps2U $lambda $ftU $Ets; # build cover concrete (unconfined)
## Define Sections
#uniaxialMaterial Concrete01 2 -24.e3 -0.002 -4.8e3 -0.005
##uniaxialMaterial Concrete01 3 -28.e3 -0.0024 -5.6e3 -0.015
## Define Sections
# Columns C 30*30 18
set CoreMat 2 ;
set CoverMat 3 ;
set BarMatC 1 ;
set UpNum 3 ;
set MidNum 2 ;
set DownNum 3 ;
set space [expr (0.3-(2.0*$Cover))/2] ;
set UpA18 [expr pow(9.e-3,2)*2*asin(1)];
set UpA22 [expr pow(11.e-3,2)*2*asin(1)] ;
set DownA18 [expr pow(9.e-3,2)*2*asin(1)] ;
set DownA22 [expr pow(11.e-3,2)*2*asin(1)] ;
set MidA18 [expr pow(9.e-3,2)*2*asin(1)] ;
set MidA22 [expr pow(11.e-3,2)*2*asin(1)] ;
###### sotun
set c 0.3
set c2 [expr $c-(2*$Cover)]
set space [expr ($c-(2.0*$Cover))/2] ;
#########tip 2 tir dar tabaghe 2
set h 0.4
set h2 [expr $h-(2*$Cover)]
set b 0.3
set b2 [expr $b-(2*$Cover)]
section Fiber 303018 { ;
patch quad $CoreMat 20 20 [expr -$c2/2] [expr $c2/2] [expr -$c2/2] [expr -$c2/2] [expr $c2/2] [expr -$c2/2] [expr $c2/2] [expr $c2/2]
patch quad $CoverMat 20 6 [expr -$c/2] [expr $c2/2] [expr -$c/2] [expr -$c2/2] [expr -$c2/2] [expr -$c2/2] [expr -$c2/2] [expr $c2/2]
patch quad $CoverMat 20 6 [expr $c2/2] [expr $c2/2] [expr $c2/2] [expr -$c2/2] [expr $c/2] [expr -$c2/2] [expr $c/2] [expr $c2/2]
patch quad $CoverMat 6 20 [expr -$c/2] [expr -$c2/2] [expr -$c/2] [expr -$c/2] [expr $c/2] [expr -$c/2] [expr $c/2] [expr -$c2/2]
patch quad $CoverMat 6 20 [expr -$c/2] [expr $c/2] [expr -$c/2] [expr $c2/2] [expr $c/2] [expr $c2/2] [expr $c/2] [expr $c/2]
# MatTag BarNum BarA YStart ZStart YEnd ZEnd
layer straight $BarMatC 3 [expr pow(9e-3,2)*2*asin(1)] [expr $h2/2] [expr $b2/2] [expr $h2/2] [expr -$b2/2]
layer straight $BarMatC 3 [expr pow(9e-3,2)*2*asin(1)] [expr -$h2/2] [expr $b2/2] [expr -$h2/2] [expr -$b2/2]
layer straight $BarMatC 2 [expr pow(9e-3,2)*2*asin(1)] 0.0 [expr $b2/2] 0.0 [expr -$b2/2]
} ;
# Column C 30*30 22
section Fiber 303022 { ;
# MatTag Nij Njk yi zi yj zj yk zk yl zl
patch quad $CoreMat 20 20 [expr -$c2/2] [expr $c2/2] [expr -$c2/2] [expr -$c2/2] [expr $c2/2] [expr -$c2/2] [expr $c2/2] [expr $c2/2]
patch quad $CoverMat 20 6 [expr -$c/2] [expr $c2/2] [expr -$c/2] [expr -$c2/2] [expr -$c2/2] [expr -$c2/2] [expr -$c2/2] [expr $c2/2]
patch quad $CoverMat 20 6 [expr $c2/2] [expr $c2/2] [expr $c2/2] [expr -$c2/2] [expr $c/2] [expr -$c2/2] [expr $c/2] [expr $c2/2]
patch quad $CoverMat 6 20 [expr -$c/2] [expr -$c2/2] [expr -$c/2] [expr -$c/2] [expr $c/2] [expr -$c/2] [expr $c/2] [expr -$c2/2]
patch quad $CoverMat 6 20 [expr -$c/2] [expr $c/2] [expr -$c/2] [expr $c2/2] [expr $c/2] [expr $c2/2] [expr $c/2] [expr $c/2]
# MatTag BarNum BarA YStart ZStart YEnd ZEnd
layer straight $BarMatC 3 [expr pow(11e-3,2)*2*asin(1)] [expr $h2/2] [expr $b2/2] [expr $h2/2] [expr -$b2/2]
layer straight $BarMatC 3 [expr pow(11e-3,2)*2*asin(1)] [expr -$h2/2] [expr $b2/2] [expr -$h2/2] [expr -$b2/2]
layer straight $BarMatC 2 [expr pow(11e-3,2)*2*asin(1)] 0.0 [expr $b2/2] 0.0 [expr -$b2/2]
} ;
puts "ahmad"
#Beam B30/40
set CoreBMat 12 ;
set BarMatB 41 ;
set BB1 0.3 ;
set D1 0.40 ;
set BB2 [expr $BB1/2] ;
set D2 [expr $D1/2] ;
set D3 [expr ($D1/2)-$Cover] ;
set BB3 [expr ($BB1/2)-$Cover] ;
set fcb [expr 1.3*$fc] ;
set eps1b [expr 2.*$fcb/$Ec];
set fc2b [expr 0.2*$fcb] ;
set eps2b [expr 5*$eps1b] ;
set BarAB [expr pow(8.e-3,2)*2*asin(1)] ;
uniaxialMaterial Concrete06 12 28e6 -0.0038 1.88 1 0.32 1.38e6 0.00008 0.4 0.08 ; # build core concrete (confined)
section Fiber 30405 { ;
# MatTag Nij Njk yi zi yj zj yk zk yl zl
patch quad $CoreBMat 20 20 [expr -$h2/2] [expr $b2/2] [expr -$h2/2] [expr -$b2/2] [expr $h2/2] [expr -$b2/2] [expr $h2/2] [expr $b2/2]
patch quad $CoverMat 20 6 [expr -$h/2] [expr $b2/2] [expr -$h/2] [expr -$b2/2] [expr -$h2/2] [expr -$b2/2] [expr -$h2/2] [expr $b2/2]
patch quad $CoverMat 20 6 [expr $h2/2] [expr $b2/2] [expr $h2/2] [expr -$b2/2] [expr $h/2] [expr -$b2/2] [expr $h/2] [expr $b2/2]
patch quad $CoverMat 6 20 [expr -$h/2] [expr -$b2/2] [expr -$h/2] [expr -$b/2] [expr $h/2] [expr -$b/2] [expr $h/2] [expr -$b2/2]
patch quad $CoverMat 6 20 [expr -$h/2] [expr $b/2] [expr -$h/2] [expr $b2/2] [expr $h/2] [expr $b2/2] [expr $h/2] [expr $b/2]
layer straight $BarMatC 5 [expr pow(8e-3,2)*2*asin(1)] [expr $b2/2] [expr $h2/2] [expr $h2/2] [expr -$b2/2]
layer straight $BarMatC 3 [expr pow(8e-3,2)*2*asin(1)] [expr $b2/2] [expr -$h2/2] [expr -$h2/2] [expr -$b2/2]
};
section Fiber 30406 { ;
# MatTag Nij Njk yi zi yj zj yk zk yl zl
patch quad $CoreBMat 20 20 [expr -$h2/2] [expr $b2/2] [expr -$h2/2] [expr -$b2/2] [expr $h2/2] [expr -$b2/2] [expr $h2/2] [expr $b2/2]
patch quad $CoverMat 20 6 [expr -$h/2] [expr $b2/2] [expr -$h/2] [expr -$b2/2] [expr -$h2/2] [expr -$b2/2] [expr -$h2/2] [expr $b2/2]
patch quad $CoverMat 20 6 [expr $h2/2] [expr $b2/2] [expr $h2/2] [expr -$b2/2] [expr $h/2] [expr -$b2/2] [expr $h/2] [expr $b2/2]
patch quad $CoverMat 6 20 [expr -$h/2] [expr -$b2/2] [expr -$h/2] [expr -$b/2] [expr $h/2] [expr -$b/2] [expr $h/2] [expr -$b2/2]
patch quad $CoverMat 6 20 [expr -$h/2] [expr $b/2] [expr -$h/2] [expr $b2/2] [expr $h/2] [expr $b2/2] [expr $h/2] [expr $b/2]
layer straight $BarMatC 6 [expr pow(8e-3,2)*2*asin(1)] [expr $b2/2] [expr $h2/2] [expr $h2/2] [expr -$b2/2]
layer straight $BarMatC 3 [expr pow(8e-3,2)*2*asin(1)] [expr $b2/2] [expr -$h2/2] [expr -$h2/2] [expr -$b2/2]
};
set Load [expr ($DL+$LL)] ;
puts "ahmad"
# Define Transformation
geomTransf Corotational 1 ;
geomTransf Corotational 2 ;
# Define Elements
# Columns mass
#set massCol [expr (0.30*0.30*$mConc)] ;
## Beam mass
#set massB [expr ((0.30*0.40*$mConc)+$Load)] ;
#puts "ahmad"
#
#set integration18 "HingeEndpoint 303018 0.15 303018 0.15 303018" ;
#set integration22 "HingeEndpoint 303022 0.15 303022 0.15 303022" ;
#set integration5 "HingeEndpoint 30405 0.2 30405 0.2 30405" ;
#set integration6 "HingeEndpoint 30406 0.2 30406 0.2 30406" ;
#
# Define Hyesteretic Material for SPRING
# Column 303018
# Column 303018
# Column 303018
set My_Col3030183 96864 ;# yield moment of the columns
set Mu_Col3030183 116667 ; # ultimate moment of the columns
set K_slip3030183 23921004.5 ;
#set K_slip3030183 33454545.5 ;
#
set THy_Col3030183 [expr $My_Col3030183/$K_slip3030183]; # yield chord rotation for columns of the 1st floor in rad
set THu_Col3030183 0.038196; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Column 303022
set My_Col3030223 139969 ;# yield moment of the columns
set Mu_Col3030223 164410 ; # ultimate moment of the columns
set K_slip3030223 28279400.28 ;
set THy_Col3030223 [expr $My_Col3030223/$K_slip3030223]; # yield chord rotation for columns of the 1st floor in rad
set THu_Col3030223 0.033119; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Column 353518
set My_Col3535183 122699 ;# yield moment of the columns
set Mu_Col3535183 153105 ; # ultimate moment of the columns
set K_slip3535183 42769567.3 ;
set THy_Col3535183 [expr $My_Col3535183/$K_slip3535183]; # yield chord rotation for columns of the 1st floor in rad
set THu_Col3535183 0.044711; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Column353522
set My_Col3535223 176845 ;# yield moment of the columns
set Mu_Col3535223 213338 ; # ultimate moment of the columns
set K_slip3535223 45852397.1 ;
set THy_Col3535223 [expr $My_Col3535223/$K_slip3535223]; # yield chord rotation for columns of the 1st floor in rad
set THu_Col3535223 0.035585; # ultimate chord rotation for columns (EC8)
# Column404018
set My_Col4040183 150963 ;# yield moment of the columns
set Mu_Col4040183 191825 ; # ultimate moment of the columns
set K_slip4040183 60142992.8 ;
set THy_Col4040183 [expr $My_Col4040183/$K_slip4040183]; # yield chord rotation for columns of the 1st floor in rad
set THu_Col4040183 0.047679; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Column404022
set My_Col4040223 211982 ;# yield moment of the columns
set Mu_Col4040223 266493 ; # ultimate moment of the columns
set K_slip4040223 69097658 ;
set THy_Col4040223 0.003068; # yield chord rotation for columns of the 1st floor in rad
set THu_Col4040223 0.035575; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Column4040184
set My_Col4040184 150963 ;# yield moment of the columns
set Mu_Col4040184 191825 ; # ultimate moment of the columns
set K_slip4040184 57263162 ;
set THy_Col4040184 0.002636; # yield chord rotation for columns of the 1st floor in rad
set THu_Col4040184 0.05581; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Column4040224
set My_Col4040224 211982 ;# yield moment of the columns
set Mu_Col4040224 266493 ; # ultimate moment of the columns
set K_slip4040224 65789050.4 ;
set THy_Col4040224 [expr $My_Col4040224/$K_slip4040224]; # yield chord rotation for columns of the 1st floor in rad
set THu_Col4040224 0.040858; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
##########################################
##Beam
set My_Beam304055 93621 ;# yield moment of the columns
set Mu_Beam304055 129558 ; # ultimate moment of the columns
set K_slipBeam304055 436030898.3 ;
#set K_slipBeam304055 [expr 0.35*645150000] ;
set THy_Beam304055 [expr $My_Beam304055/$K_slipBeam304055]; # yield chord rotation for columns of the 1st floor in rad
set THu_Beam304055 0.089954; # ultimate chord rotation for columns of the 1st floor in rad (EC8)
# Define Material
set Beta 0.0 ;
# Column303018
uniaxialMaterial Hysteretic 18 $My_Col3030183 $THy_Col3030183 $Mu_Col3030183 $THu_Col3030183 [expr $My_Col3030183*(-1)] [expr $THy_Col3030183*(-1)] [expr $Mu_Col3030183*(-1)] [expr $THu_Col3030183*(-1)] 1 1 0 0 $Beta ;
#Column303022
puts "ahmad"
uniaxialMaterial Hysteretic 22 $My_Col3030223 $THy_Col3030223 $Mu_Col3030223 $THu_Col3030223 [expr $My_Col3030223*(-1)] [expr $THy_Col3030223*(-1)] [expr $Mu_Col3030223*(-1)] [expr $THu_Col3030223*(-1)] 1 1 0 0 $Beta ;
puts "ahmad"
# Column353518
#uniaxialMaterial Hysteretic 23 $My_Col353518 $THy_Col353518 $Mu_Col353518 $THu_Col353518 [expr $My_Col353518*(-1)] [expr $THy_Col353518*(-1)] [expr $Mu_Col353518*(-1)] [expr $THu_Col353518*(-1)] 1 1 0 0 $Beta ;
puts "ahmad"
# Column353522
#uniaxialMaterial Hysteretic 24 $My_Col303022 $THy_Col353522 $Mu_Col353522 $THu_Col353522 [expr $My_Col353522*(-1)] [expr $THy_Col353522*(-1)] [expr $Mu_Col353522*(-1)] [expr $THu_Col353522*(-1)] 1 1 0 0 $Beta ;
puts "ahmadb"
# Column404018
#uniaxialMaterial Hysteretic 25 $My_Col404018 $THy_Col404018 $Mu_Col404018 $THu_Col404018 [expr $My_Col404018*(-1)] [expr $THy_Col404018*(-1)] [expr $Mu_Col404018*(-1)] [expr $THu_Col404018*(-1)] 1 1 0 0 $Beta ;
puts "ahmadbc"
#Column404022
#uniaxialMaterial Hysteretic 26 $My_Col404022 $THy_Col404022 $Mu_Col404022 $THu_Col404022 -$My_Col404022 -$THy_Col404022 -$Mu_Col404022 -$THu_Col404022 1 1 0 0 $Beta ;
puts "ahmadbcd"
#Column4040184
#uniaxialMaterial Hysteretic 27 $My_Col4040184 $THy_Col4040184 $Mu_Col4040184 $THu_Col4040184 [expr $My_Col4040184*(-1)] [expr $THy_Col4040184*(-1)] [expr $Mu_Col4040184*(-1)] [expr $THu_Col4040184*(-1)] 1 1 0 0 $Beta ;
puts "ahmadbcde"
#Column4040224
#uniaxialMaterial Hysteretic 28 $My_Col4040224 $THy_Col4040224 $Mu_Col4040224 $THu_Col4040224 [expr $My_Col4040224*(-1)] [expr $THy_Col4040224*(-1)] [expr $Mu_Col4040224*(-1)] [expr $THu_Col4040224*(-1)] 1 1 0 0 $Beta ;
###########BEAM
uniaxialMaterial Hysteretic 30 $My_Beam304055 $THy_Beam304055 $Mu_Beam304055 $THu_Beam304055 [expr $My_Beam304055*(-1)] [expr $THy_Beam304055*(-1)] [expr $Mu_Beam304055*(-1)] [expr $THu_Beam304055*(-1)] 1 1 0 0 $Beta ;
#source "Spring Material.tcl"
puts "ahmad"
#
#
#
#
# Define Elements
# Columns
# First Floor
# Tag iNode jNode np SecTag TransT Mass
element nonlinearBeamColumn 1 8 11 5 303018 1 ;
element nonlinearBeamColumn 2 7 12 5 303022 1 ;
element nonlinearBeamColumn 3 6 13 5 303022 1 ;
element nonlinearBeamColumn 4 5 14 5 303018 1 ;
# Second Floor
# Tag iNode jNode np SecTag TransT Mass
element nonlinearBeamColumn 6 18 21 5 303018 1 ;
element nonlinearBeamColumn 7 17 22 5 303022 1 ;
element nonlinearBeamColumn 8 16 23 5 303022 1 ;
# Third Floor Tag iNode jNode np SecTag TransT Mass
element nonlinearBeamColumn 11 28 31 5 303018 1 ;
element nonlinearBeamColumn 12 27 32 5 303022 1 ;
# Beams
# First Floor
# Tag iNode jNode np SecT TransT Mass
element nonlinearBeamColumn 101 188 115 5 30405 2 ;
element nonlinearBeamColumn 102 115 177 5 30406 2 ;
element nonlinearBeamColumn 104 177 166 5 30406 2 ;
element nonlinearBeamColumn 105 166 135 5 30406 2 ;
element nonlinearBeamColumn 106 135 155 5 30405 2 ;
# Second Floor
# Tag iNode jNode np SecT TransT Mass
element nonlinearBeamColumn 201 288 215 5 30405 2
element nonlinearBeamColumn 202 215 277 5 30406 2 ;
element nonlinearBeamColumn 203 277 225 5 30406 2 ;
element nonlinearBeamColumn 204 225 266 5 30405 2 ;
#
## Third Floor
## Tag iNode jNode np SecT TransT Mass
element nonlinearBeamColumn 301 388 377 5 30405 2 ;
#
#Define Element ZeroLength for Rotational Springs For Columns
#First Floor
#Down
element zeroLength 21 1 8 -mat 41 -dir 6
element zeroLength 22 2 7 -mat 41 -dir 6
element zeroLength 23 3 6 -mat 41 -dir 6
element zeroLength 24 4 5 -mat 41 -dir 6
## UP
element zeroLength 25 188 11 -mat 41 -dir 6
element zeroLength 26 177 12 -mat 41 -dir 6
element zeroLength 27 166 13 -mat 41 -dir 6
element zeroLength 28 155 14 -mat 41 -dir 6
# Second Floor
# Down
element zeroLength 29 188 18 -mat 41 -dir 6
element zeroLength 30 177 17 -mat 41 -dir 6
element zeroLength 31 166 16 -mat 41 -dir 6
# UP
element zeroLength 32 288 21 -mat 41 -dir 6
element zeroLength 33 277 22 -mat 41 -dir 6
element zeroLength 34 266 23 -mat 41 -dir 6
# Third Floor
# Down
element zeroLength 15 288 28 -mat 41 -dir 6
element zeroLength 16 277 27 -mat 41 -dir 6
# UP
element zeroLength 17 388 31 -mat 41 -dir 6
element zeroLength 18 377 32 -mat 41 -dir 6
##################################################################
##element zeroLength 9911 188 123 -mat 304055 -dir 6
##element zeroLength 9912 177 1233 -mat 304055 -dir 6
##element zeroLength 9913 177 124 -mat 304055 -dir 6
##element zeroLength 9914 166 1243 -mat 304055 -dir 6
##element zeroLength 9915 166 125 -mat 304055 -dir 6
##element zeroLength 9916 155 1253 -mat 304055 -dir 6
##element zeroLength 9917 288 133 -mat 304055 -dir 6
##element zeroLength 9918 277 1333 -mat 304055 -dir 6
##element zeroLength 9919 277 134 -mat 304055 -dir 6
##element zeroLength 9920 266 1343 -mat 304055 -dir 6
###element zeroLength 9921 266 135 -mat 304055 -dir 6
###element zeroLength 9922 255 1353 -mat 304055 -dir 6
##element zeroLength 9923 388 143 -mat 304055 -dir 6
##element zeroLength 9924 377 1433 -mat 304055 -dir 6
###element zeroLength 9925 377 144 -mat 304055 -dir 6
###element zeroLength 9926 366 1443 -mat 304055 -dir 6
###element zeroLength 9927 366 145 -mat 304055 -dir 6
###element zeroLength 9928 355 1453 -mat 304055 -dir 6
#
## First Floor
equalDOF 1 8 1 2
equalDOF 2 7 1 2
equalDOF 3 6 1 2
equalDOF 4 5 1 2
equalDOF 188 11 1 2
equalDOF 177 12 1 2
equalDOF 166 13 1 2
equalDOF 155 14 1 2
#Second Floor
equalDOF 188 18 1 2
equalDOF 177 17 1 2
equalDOF 166 16 1 2
equalDOF 288 21 1 2
equalDOF 277 22 1 2
equalDOF 266 23 1 2
#Third Floor
equalDOF 288 28 1 2
equalDOF 277 27 1 2
equalDOF 388 31 1 2
equalDOF 377 32 1 2
#
#
###########################################################3
#
#
##################
#equalDOF 188 123 1 2
#equalDOF 177 1233 1 2
#equalDOF 177 124 1 2
#equalDOF 166 1243 1 2
#equalDOF 166 125 1 2
#equalDOF 155 1253 1 2
######################
#equalDOF 288 133 1 2
#equalDOF 277 1333 1 2
#equalDOF 277 134 1 2
#equalDOF 266 1343 1 2
##equalDOF 266 135 1 2
##equalDOF 255 1353 1 2
##############################
#equalDOF 388 143 1 2
#equalDOF 377 1433 1 2
##equalDOF 377 144 1 2
#equalDOF 366 1443 1 2
#equalDOF 366 145 1 2
#equalDOF 355 1453 1 2
######################################
#equalDOF 188 123 1
#equalDOF 188 1233 1
#equalDOF 188 124 1
#equalDOF 188 1243 1
#equalDOF 188 125 1
#equalDOF 188 1253 1
#####################
#equalDOF 288 133 1
#equalDOF 288 1333 1
#equalDOF 288 134 1
#equalDOF 288 1343 1
##equalDOF 288 135 1 2
##equalDOF 288 1353 1 2
#############################
#equalDOF 388 143 1 2
#equalDOF 388 1433 1 2
#equalDOF 377 144 1 2
#equalDOF 366 1443 1 2
##equalDOF 366 145 1 2
##equalDOF 355 1453 1 2
puts "end of define"
## Gravity-analysis: load-controlled static analysis
set Load [expr ($DL+$LL)] ;
pattern Plain 6 Linear { ;
eleLoad -ele 101 102 -type beamUniform -$Load
eleLoad -ele 201 202 -type beamUniform -$Load
eleLoad -ele 301 -type beamUniforn -$Load
};
puts "End of Define Loads"
set Tol 1.0e-5;
# convergence tolerance for test
constraints Penalty 10e9 10e9;
numberer RCM;
system BandGeneral;
test EnergyIncr $Tol 600;
algorithm Newton;
set NstepGravity 10;
set DGravity [expr 1./$NstepGravity];
integrator LoadControl $DGravity;
analysis Static;
analyze $NstepGravity;
#Define Loads
# Define Eigen Parameters
set a [eigen 6] ;
set W11 [lindex $a 0] ;
set W22 [lindex $a 1] ;
set W33 [lindex $a 2] ;
set W44 [lindex $a 3] ;
set W55 [lindex $a 4] ;
set W66 [lindex $a 5] ;
set W1 [expr pow($W11,0.5)] ;
set W2 [expr pow($W22,0.5)] ;
set W3 [expr pow($W33,0.5)] ;
set W4 [expr pow($W44,0.5)] ;
set W5 [expr pow($W55,0.5)] ;
set W6 [expr pow($W66,0.5)] ;
set T1 [expr 2.0*$pi/$W1] ;
set T2 [expr 2.0*$pi/$W2] ;
set T3 [expr 2.0*$pi/$W3] ;
set T4 [expr 2.0*$pi/$W4] ;
set T5 [expr 2.0*$pi/$W5] ;
set T6 [expr 2.0*$pi/$W6] ;
#
puts "*************"
puts "W1=$W1 Rad/Sec"
puts "T1=$T1 Sec"
puts "*************"
puts "W2=$W2 Rad/Sec"
puts "T2=$T2 Sec"
puts "*************"
puts "W3=$W3 Rad/Sec"
puts "T3=$T3 Sec"
puts "*************"
puts "W4=$W4 Rad/Sec"
puts "T4=$T4 Sec"
puts "*************"
puts "W5=$W5 Rad/Sec"
puts "T5=$T5 Sec"
puts "*************"
puts "W6=$W6 Rad/Sec"
puts "T6=$T6 Sec"
puts "*************"
##set Load [expr (10000)] ;
#
#
#numberer RCM
#set alphaM 1
#set alphaS 1
#constraints Penalty $alphaS $alphaM
#system BandGeneral
#integrator ArcLength 2.0 0.2;
#test EnergyIncr $Tol 600;
#
#algorithm Newton
#test NormDispIncr 1e-3 10000
#analysis Static
#analyze 100
#
#set alphaM 1
#set alphaS 1
#
# #Static Analysis
#constraints Penalty 1 1
#numberer RCM
#system BandGeneral
#test EnergyIncr 1.e-6 10
#algorithm Newton
#integrator LoadControl 0.1;
##integrator DisplacementControl 4 1 0.00025
#analysis Static
#analyze 100
##
#
- Tue Jan 28, 2020 2:37 am
- Forum: OpenSees.exe Users
- Topic: Steel moment frame modeling with fiber sections
- Replies: 8
- Views: 3441
Re: Steel moment frame modeling with fiber sections
selimgunay wrote:
> Two questions and a comment:
>
> 1. Are you using a rigid diaphragm in the ETABS model?
>
> 2. Are you modeling only one of the NS frames in the 2D model?
>
> 3. It looks like you are having inconsistent periods from the 3D and 2D
> ETABS models as well. So the problem looks like it is not related to the
> Fiber sections in OpenSees, but it is due to a general modeling problem. It
> would be useful if you aim at achieving similar periods from the 3D and 2D
> ETABS models first.
for that work , we should use "equaldof " to see the effect of the rigid floors in our 2d models?
> Two questions and a comment:
>
> 1. Are you using a rigid diaphragm in the ETABS model?
>
> 2. Are you modeling only one of the NS frames in the 2D model?
>
> 3. It looks like you are having inconsistent periods from the 3D and 2D
> ETABS models as well. So the problem looks like it is not related to the
> Fiber sections in OpenSees, but it is due to a general modeling problem. It
> would be useful if you aim at achieving similar periods from the 3D and 2D
> ETABS models first.
for that work , we should use "equaldof " to see the effect of the rigid floors in our 2d models?
- Tue Jan 28, 2020 1:10 am
- Forum: OpenSees.exe Users
- Topic: Steel moment frame modeling with fiber sections
- Replies: 8
- Views: 3441
Re: Steel moment frame modeling with fiber sections
selimgunay wrote:
> You don't need to assign a rigid diaphragm in the 2D model. Axial stiffness
> of the beams are generally high enough to represent the rigid diaphragm
> condition.
>
> Why do you add additional mass to your joints while converting your model
> from 3D to 2D? That may be the reason of substantially increased periods.
for that work , we should use "equaldof " to see the effect of the rigid floors in our 2d models?
> You don't need to assign a rigid diaphragm in the 2D model. Axial stiffness
> of the beams are generally high enough to represent the rigid diaphragm
> condition.
>
> Why do you add additional mass to your joints while converting your model
> from 3D to 2D? That may be the reason of substantially increased periods.
for that work , we should use "equaldof " to see the effect of the rigid floors in our 2d models?
- Sat Nov 02, 2019 4:55 am
- Forum: OpenSees.exe Users
- Topic: Does ConfinedConcrete01 Material refer to the core+cover?
- Replies: 9
- Views: 6734
Re: Does ConfinedConcrete01 Material refer to the core+cover
yiheng wrote:
> I want to know this question too! please tell me ,how to define
> it(core+over)
I wanna know it too
> I want to know this question too! please tell me ,how to define
> it(core+over)
I wanna know it too
- Sun Oct 27, 2019 10:52 am
- Forum: Feature Requests/Future Directions
- Topic: composite Shear wall
- Replies: 0
- Views: 10682
composite Shear wall
Is it possible to model composite shear wall in Opensees?
- Mon Oct 21, 2019 12:25 am
- Forum: OpenSees.exe Users
- Topic: OpenSees Challenge 2011
- Replies: 111
- Views: 6619929
Re: OpenSees Challenge 2011
why the image of model is gonna dispear after showing that with the "recorder display"? how can i save it?