Hello
could someone explain me how to connect elements
The command geomTransf in space
the thing is that i don't understand the indications XZ plane etc
for example, i have analysed a simple 3d frame, but when i review the forces it states that a beam has end values of 0 in MZ and Vy, clearly this is not true beacause it is fixed
HELP
Search found 12 matches
- Wed Aug 09, 2017 2:40 pm
- Forum: OpenSees.exe Users
- Topic: geom transf help
- Replies: 1
- Views: 1816
- Mon Jul 31, 2017 9:28 am
- Forum: Feature Requests/Future Directions
- Topic: Real data for modeling in opensees
- Replies: 2
- Views: 9165
Re: Real data for modeling in opensees
great
thanks selimguay
thanks selimguay
- Fri Jul 28, 2017 10:24 am
- Forum: OpenSees.exe Users
- Topic: How to record the element forces in different points?
- Replies: 6
- Views: 4685
Re: How to record the element forces in different points?
Good advice, thanks selimgunay
- Thu Jul 27, 2017 9:55 am
- Forum: OpenSees.exe Users
- Topic: How to record the element forces in different points?
- Replies: 6
- Views: 4685
Re: How to record the element forces in different points?
i fully understand selimgunay
it is a lot of work to do, i would like a way that open sees fully displays the diagrams or generates a file with data in order to plot the diagrams
it is a lot of work to do, i would like a way that open sees fully displays the diagrams or generates a file with data in order to plot the diagrams
- Mon Jul 24, 2017 12:08 pm
- Forum: OpenSees.exe Users
- Topic: How to record the element forces in different points?
- Replies: 6
- Views: 4685
Re: How to record the element forces in different points?
hello
currently, like you mohsenrock i'm wondering how to plot the diagrams? i mean how do i figure what is going on at the middle of a beam?
currently, like you mohsenrock i'm wondering how to plot the diagrams? i mean how do i figure what is going on at the middle of a beam?
- Fri Jun 23, 2017 8:21 am
- Forum: Feature Requests/Future Directions
- Topic: Real data for modeling in opensees
- Replies: 2
- Views: 9165
Real data for modeling in opensees
Hello
does anyone have data or a paper that could share with me of a shaking table test concrete frame one story?
i mean i need the experimental results, so that i can construct my model in opensees and after the simulation a comparison would be donde
i need real data, a simple frame
please help me
even if it is steel or concrete
thanks opensees community
Gabriel
does anyone have data or a paper that could share with me of a shaking table test concrete frame one story?
i mean i need the experimental results, so that i can construct my model in opensees and after the simulation a comparison would be donde
i need real data, a simple frame
please help me
even if it is steel or concrete
thanks opensees community
Gabriel
- Thu Jun 08, 2017 2:54 pm
- Forum: OpenSees.exe Users
- Topic: How to visualize your model
- Replies: 10
- Views: 8937
Re: How to visualize your model
zak and selim
i have downloaded opensees navigator, now i can visualize my models
thanks all of you for supporting me
we will continue to make this community bigger
i have downloaded opensees navigator, now i can visualize my models
thanks all of you for supporting me
we will continue to make this community bigger
- Wed Jun 07, 2017 2:36 pm
- Forum: OpenSees.exe Users
- Topic: How to visualize your model
- Replies: 10
- Views: 8937
Re: How to visualize your model
For this code, now i have tried with an editor called Cypres Editor, thus this is the code for the display
############################################
# Display the model
############################################
recorder display "Model000" 10 10 600 600 -wipe
prp 0 0 50
vup 0 1 0
vpn 0 0 1
display 1 2 10
set ViewScale 5;
is there an error? when i run it in cypress editor, it unfolds the results of open sees and for a brief instant my model is shown
how can the model displayed stays in the screen?
############################################
# Display the model
############################################
recorder display "Model000" 10 10 600 600 -wipe
prp 0 0 50
vup 0 1 0
vpn 0 0 1
display 1 2 10
set ViewScale 5;
is there an error? when i run it in cypress editor, it unfolds the results of open sees and for a brief instant my model is shown
how can the model displayed stays in the screen?
- Wed Jun 07, 2017 1:46 pm
- Forum: OpenSees.exe Users
- Topic: How to visualize your model
- Replies: 10
- Views: 8937
Re: How to visualize your model
Thanks both of you
i have downloaded the program os lite, it has several template, however when i introduce my code the first time it runs well, but the model is not displayed. Then in a second run the os lite program fails
here is my code, it works well on open sees, displacements and reactions are verified with staad pro
2D frame with 3 floors, 3 bays, heigth of a floor 3m, length of a bay 6 m
puts "Instituto de Ingenieria"
puts "Marco con diafragma rigido"
model basic -ndm 2 -ndf 3
set b 0.35
set h 0.55
set fc 400
set Y [expr (1372931000.*pow($fc,0.5))]
#definir los nodos
node 1 0. 0. 0. #base de la columna izquierda A
node 2 0. 3. 0. #parte baja de la columna izquierda A
node 3 0. 6. 0. #parte media de la columna Izquierda A
node 4 0. 9. 0. #parte alta columna derecha
node 5 6. 0. 0. #base de la columna B
node 6 6. 3. 0. #parte baja de la columna izquierda B
node 7 6. 6. 0. #parte media de la columna izquierda B
node 8 6. 9. 0. #parte alta de la columna izquierda B
node 9 12. 0. 0. #base de la columna derecha C
node 10 12. 3. 0. #parte baja de la columna derecha C
node 11 12. 6. 0. #parte media de la columna derecha C
node 12 12. 9. 0. #parte alta de la columna derecha C
node 13 18. 0. 0. #base de la columna derecha D
node 14 18. 3. 0. #parte baja de la columna derecha D
node 15 18. 6. 0. #parte media de la columna derecha D
node 16 18. 9. 0. #parte alta de la columna derecha D
#Diafragma rígido del primer piso
equalDOF 2 6 1
equalDOF 6 10 1
equalDOF 10 14 1
#Diafragma rígido del segundo piso
equalDOF 3 7 1
equalDOF 7 11 1
equalDOF 11 15 1
#Diafragma rígido del tercer piso
equalDOF 4 8 1
equalDOF 8 12 1
equalDOF 12 16 1
#definir apoyos EMPOTRADOS
# Dx DY MZ
fix 1 1 1 1
fix 2 0 0 0
fix 3 0 0 0
fix 4 0 0 0
fix 5 1 1 1
fix 6 0 0 0
fix 7 0 0 0
fix 8 0 0 0
fix 9 1 1 1
fix 10 0 0 0
fix 11 0 0 0
fix 12 0 0 0
fix 13 1 1 1
fix 14 0 0 0
fix 15 0 0 0
fix 16 0 0 0
#definir materiales
uniaxialMaterial Elastic 1 210000
# definir transformación geométrica
geomTransf Linear 1;
#[expr (14000.*pow($fc,0.5)*98066.5]
#definir elementos
#Vigas
#A YOUNG IZ
element elasticBeamColumn 1 2 6 [expr $b*$h] $Y [expr (1./12)*$b*pow($h,3)] 1; # viga con area de 60*60cm, iz de 1080000
element elasticBeamColumn 2 3 7 [expr $b*$h] $Y [expr (1./12)*$b*pow($h,3)] 1; # viga con area de 60*60cm, iz de 1080000
element elasticBeamColumn 3 4 8 [expr $b*$h] $Y [expr (1./12)*$b*pow($h,3)] 1; # viga con area de 60*60cm, iz de 1080000
element elasticBeamColumn 4 6 10 [expr $b*$h] $Y [expr (1./12)*$b*pow($h,3)] 1; # viga con area de 60*60cm, iz de 1080000
element elasticBeamColumn 5 7 11 [expr $b*$h] $Y [expr (1./12)*$b*pow($h,3)] 1; # viga con area de 60*60cm, iz de 1080000
element elasticBeamColumn 6 8 12 [expr $b*$h] $Y [expr (1./12)*$b*pow($h,3)] 1; # viga con area de 60*60cm, iz de 1080000
element elasticBeamColumn 7 10 14 [expr $b*$h] $Y [expr (1./12)*$b*pow($h,3)] 1; # viga con area de 60*60cm, iz de 1080000
element elasticBeamColumn 8 11 15 [expr $b*$h] $Y [expr (1./12)*$b*pow($h,3)] 1; # viga con area de 60*60cm, iz de 1080000
element elasticBeamColumn 9 12 16 [expr $b*$h] $Y [expr (1./12)*$b*pow($h,3)] 1; # viga con area de 60*60cm, iz de 1080000
#Columnas
element elasticBeamColumn 10 1 2 [expr $b*$b] $Y [expr (1./12)*$b*pow($b,3)] 1; # columna con area de 60*55cm, iz de 831875
element elasticBeamColumn 11 5 6 [expr $b*$b] $Y [expr (1./12)*$b*pow($b,3)] 1; # columna con area de 60*55cm, iz de 831875
element elasticBeamColumn 12 9 10 [expr $b*$b] $Y [expr (1./12)*$b*pow($b,3)] 1; # columna con area de 60*55cm, iz de 831875
element elasticBeamColumn 13 13 14 [expr $b*$b] $Y [expr (1./12)*$b*pow($b,3)] 1; # columna con area de 60*55cm, iz de 831875
element elasticBeamColumn 14 2 3 [expr $b*$b] $Y [expr (1./12)*$b*pow($b,3)] 1; # columna con area de 60*55cm, iz de 831875
element elasticBeamColumn 15 6 7 [expr $b*$b] $Y [expr (1./12)*$b*pow($b,3)] 1; # columna con area de 60*55cm, iz de 831875
element elasticBeamColumn 16 10 11 [expr $b*$b] $Y [expr (1./12)*$b*pow($b,3)] 1; # columna con area de 60*55cm, iz de 831875
element elasticBeamColumn 17 14 15 [expr $b*$b] $Y [expr (1./12)*$b*pow($b,3)] 1; # columna con area de 60*55cm, iz de 831875
element elasticBeamColumn 18 3 4 [expr $b*$b] $Y [expr (1./12)*$b*pow($b,3)] 1; # columna con area de 60*55cm, iz de 831875
element elasticBeamColumn 19 7 8 [expr $b*$b] $Y [expr (1./12)*$b*pow($b,3)] 1; # columna con area de 60*55cm, iz de 831875
element elasticBeamColumn 20 11 12 [expr $b*$b] $Y [expr (1./12)*$b*pow($b,3)] 1; # columna con area de 60*55cm, iz de 831875
element elasticBeamColumn 21 15 16 [expr $b*$b] $Y [expr (1./12)*$b*pow($b,3)] 1; # columna con area de 60*55cm, iz de 831875
# Define RECORDERS -------------------------------------------------------------
#recorder Node -file DFree.out -time -node 2 3 4 6 7 8 10 11 12 14 15 16 -dof 1 2 3 disp; # displacements of free nodes
#recorder Node -file DBase.out -time -node 1 5 9 13 -dof 1 2 3 disp; # displacements of support nodes
#recorder Node -file RBase.out -time -node 1 5 9 13 -dof 1 2 3 reaction; # support reaction
#recorder Drift -file Drift.out -time -iNode 1 2 -jNode 3 4 -dof 1 -perpDirn 2 ; # lateral drift
#recorder Element -file FCol.out -time -ele 10 11 12 13 14 15 16 17 18 19 20 21 globalForce; # element forces -- COLUMNAS
#recorder Element -file FBeam.out -time -ele 1 2 3 4 5 6 7 8 9 globalForce; # element forces -- VIGAS
recorder Node -file Node2.out -time -node 2 3 4 6 7 8 10 11 12 14 15 16 -dof 1 2 3 disp; # displacements of free nodes
recorder Node -file DBase1.out -time -node 1 5 9 13 -dof 1 2 3 disp; # displacements of support nodes
recorder Node -file RBase1.out -time -node 1 5 9 13 -dof 1 2 3 reaction; # support reaction
recorder Drift -file Drift.out -time -iNode 1 2 -jNode 3 4 -dof 1 -perpDirn 2 ; # lateral drift
recorder Element -file FCol10.out -time -ele 10 11 12 13 14 15 16 17 18 19 20 21 globalForce; # element forces -- COLUMNAS
recorder Element -file FBeam1.out -time -ele 1 2 3 4 5 6 7 8 9 globalForce; # element forces -- VIGAS
# Define gravity loads
# --------------------
# Set a parameter for the axial load
set P 50000; # 10% of axial capacity of columns
# Create a Plain load pattern with a Linear TimeSeries
pattern Plain 1 Linear {
# crear la carga en el nodo 2
# nd FX FY MZ
load 4 [expr $P] 0.0 0.0
#eleLoad -ele 1 -type -beamUniform -20 0
constraints Plain; # how it handles boundary conditions
numberer Plain; # renumber dof's to minimize band-width (optimization), if you want to
system BandGeneral; # how to store and solve the system of equations in the analysis
test NormDispIncr 1.0e-8 6 ; # determine if convergence has been achieved at the end of an iteration step
algorithm Newton; # use Newton's solution algorithm: updates tangent stiffness at every iteration
integrator LoadControl 0.1; # determine the next time step for an analysis, # apply gravity in 10 steps
analysis Static # define type of analysis static or transient
analyze 10; # perform gravity analysis
}
puts "vop vop vop vop oleee"
print -ele
print reaction
print disp
print -node 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
i don't know how to attach a screenshot
please help me, the example file is confusing me (The example of opensees with the sections)
how can i view my model displayed]??
i have downloaded the program os lite, it has several template, however when i introduce my code the first time it runs well, but the model is not displayed. Then in a second run the os lite program fails
here is my code, it works well on open sees, displacements and reactions are verified with staad pro
2D frame with 3 floors, 3 bays, heigth of a floor 3m, length of a bay 6 m
puts "Instituto de Ingenieria"
puts "Marco con diafragma rigido"
model basic -ndm 2 -ndf 3
set b 0.35
set h 0.55
set fc 400
set Y [expr (1372931000.*pow($fc,0.5))]
#definir los nodos
node 1 0. 0. 0. #base de la columna izquierda A
node 2 0. 3. 0. #parte baja de la columna izquierda A
node 3 0. 6. 0. #parte media de la columna Izquierda A
node 4 0. 9. 0. #parte alta columna derecha
node 5 6. 0. 0. #base de la columna B
node 6 6. 3. 0. #parte baja de la columna izquierda B
node 7 6. 6. 0. #parte media de la columna izquierda B
node 8 6. 9. 0. #parte alta de la columna izquierda B
node 9 12. 0. 0. #base de la columna derecha C
node 10 12. 3. 0. #parte baja de la columna derecha C
node 11 12. 6. 0. #parte media de la columna derecha C
node 12 12. 9. 0. #parte alta de la columna derecha C
node 13 18. 0. 0. #base de la columna derecha D
node 14 18. 3. 0. #parte baja de la columna derecha D
node 15 18. 6. 0. #parte media de la columna derecha D
node 16 18. 9. 0. #parte alta de la columna derecha D
#Diafragma rígido del primer piso
equalDOF 2 6 1
equalDOF 6 10 1
equalDOF 10 14 1
#Diafragma rígido del segundo piso
equalDOF 3 7 1
equalDOF 7 11 1
equalDOF 11 15 1
#Diafragma rígido del tercer piso
equalDOF 4 8 1
equalDOF 8 12 1
equalDOF 12 16 1
#definir apoyos EMPOTRADOS
# Dx DY MZ
fix 1 1 1 1
fix 2 0 0 0
fix 3 0 0 0
fix 4 0 0 0
fix 5 1 1 1
fix 6 0 0 0
fix 7 0 0 0
fix 8 0 0 0
fix 9 1 1 1
fix 10 0 0 0
fix 11 0 0 0
fix 12 0 0 0
fix 13 1 1 1
fix 14 0 0 0
fix 15 0 0 0
fix 16 0 0 0
#definir materiales
uniaxialMaterial Elastic 1 210000
# definir transformación geométrica
geomTransf Linear 1;
#[expr (14000.*pow($fc,0.5)*98066.5]
#definir elementos
#Vigas
#A YOUNG IZ
element elasticBeamColumn 1 2 6 [expr $b*$h] $Y [expr (1./12)*$b*pow($h,3)] 1; # viga con area de 60*60cm, iz de 1080000
element elasticBeamColumn 2 3 7 [expr $b*$h] $Y [expr (1./12)*$b*pow($h,3)] 1; # viga con area de 60*60cm, iz de 1080000
element elasticBeamColumn 3 4 8 [expr $b*$h] $Y [expr (1./12)*$b*pow($h,3)] 1; # viga con area de 60*60cm, iz de 1080000
element elasticBeamColumn 4 6 10 [expr $b*$h] $Y [expr (1./12)*$b*pow($h,3)] 1; # viga con area de 60*60cm, iz de 1080000
element elasticBeamColumn 5 7 11 [expr $b*$h] $Y [expr (1./12)*$b*pow($h,3)] 1; # viga con area de 60*60cm, iz de 1080000
element elasticBeamColumn 6 8 12 [expr $b*$h] $Y [expr (1./12)*$b*pow($h,3)] 1; # viga con area de 60*60cm, iz de 1080000
element elasticBeamColumn 7 10 14 [expr $b*$h] $Y [expr (1./12)*$b*pow($h,3)] 1; # viga con area de 60*60cm, iz de 1080000
element elasticBeamColumn 8 11 15 [expr $b*$h] $Y [expr (1./12)*$b*pow($h,3)] 1; # viga con area de 60*60cm, iz de 1080000
element elasticBeamColumn 9 12 16 [expr $b*$h] $Y [expr (1./12)*$b*pow($h,3)] 1; # viga con area de 60*60cm, iz de 1080000
#Columnas
element elasticBeamColumn 10 1 2 [expr $b*$b] $Y [expr (1./12)*$b*pow($b,3)] 1; # columna con area de 60*55cm, iz de 831875
element elasticBeamColumn 11 5 6 [expr $b*$b] $Y [expr (1./12)*$b*pow($b,3)] 1; # columna con area de 60*55cm, iz de 831875
element elasticBeamColumn 12 9 10 [expr $b*$b] $Y [expr (1./12)*$b*pow($b,3)] 1; # columna con area de 60*55cm, iz de 831875
element elasticBeamColumn 13 13 14 [expr $b*$b] $Y [expr (1./12)*$b*pow($b,3)] 1; # columna con area de 60*55cm, iz de 831875
element elasticBeamColumn 14 2 3 [expr $b*$b] $Y [expr (1./12)*$b*pow($b,3)] 1; # columna con area de 60*55cm, iz de 831875
element elasticBeamColumn 15 6 7 [expr $b*$b] $Y [expr (1./12)*$b*pow($b,3)] 1; # columna con area de 60*55cm, iz de 831875
element elasticBeamColumn 16 10 11 [expr $b*$b] $Y [expr (1./12)*$b*pow($b,3)] 1; # columna con area de 60*55cm, iz de 831875
element elasticBeamColumn 17 14 15 [expr $b*$b] $Y [expr (1./12)*$b*pow($b,3)] 1; # columna con area de 60*55cm, iz de 831875
element elasticBeamColumn 18 3 4 [expr $b*$b] $Y [expr (1./12)*$b*pow($b,3)] 1; # columna con area de 60*55cm, iz de 831875
element elasticBeamColumn 19 7 8 [expr $b*$b] $Y [expr (1./12)*$b*pow($b,3)] 1; # columna con area de 60*55cm, iz de 831875
element elasticBeamColumn 20 11 12 [expr $b*$b] $Y [expr (1./12)*$b*pow($b,3)] 1; # columna con area de 60*55cm, iz de 831875
element elasticBeamColumn 21 15 16 [expr $b*$b] $Y [expr (1./12)*$b*pow($b,3)] 1; # columna con area de 60*55cm, iz de 831875
# Define RECORDERS -------------------------------------------------------------
#recorder Node -file DFree.out -time -node 2 3 4 6 7 8 10 11 12 14 15 16 -dof 1 2 3 disp; # displacements of free nodes
#recorder Node -file DBase.out -time -node 1 5 9 13 -dof 1 2 3 disp; # displacements of support nodes
#recorder Node -file RBase.out -time -node 1 5 9 13 -dof 1 2 3 reaction; # support reaction
#recorder Drift -file Drift.out -time -iNode 1 2 -jNode 3 4 -dof 1 -perpDirn 2 ; # lateral drift
#recorder Element -file FCol.out -time -ele 10 11 12 13 14 15 16 17 18 19 20 21 globalForce; # element forces -- COLUMNAS
#recorder Element -file FBeam.out -time -ele 1 2 3 4 5 6 7 8 9 globalForce; # element forces -- VIGAS
recorder Node -file Node2.out -time -node 2 3 4 6 7 8 10 11 12 14 15 16 -dof 1 2 3 disp; # displacements of free nodes
recorder Node -file DBase1.out -time -node 1 5 9 13 -dof 1 2 3 disp; # displacements of support nodes
recorder Node -file RBase1.out -time -node 1 5 9 13 -dof 1 2 3 reaction; # support reaction
recorder Drift -file Drift.out -time -iNode 1 2 -jNode 3 4 -dof 1 -perpDirn 2 ; # lateral drift
recorder Element -file FCol10.out -time -ele 10 11 12 13 14 15 16 17 18 19 20 21 globalForce; # element forces -- COLUMNAS
recorder Element -file FBeam1.out -time -ele 1 2 3 4 5 6 7 8 9 globalForce; # element forces -- VIGAS
# Define gravity loads
# --------------------
# Set a parameter for the axial load
set P 50000; # 10% of axial capacity of columns
# Create a Plain load pattern with a Linear TimeSeries
pattern Plain 1 Linear {
# crear la carga en el nodo 2
# nd FX FY MZ
load 4 [expr $P] 0.0 0.0
#eleLoad -ele 1 -type -beamUniform -20 0
constraints Plain; # how it handles boundary conditions
numberer Plain; # renumber dof's to minimize band-width (optimization), if you want to
system BandGeneral; # how to store and solve the system of equations in the analysis
test NormDispIncr 1.0e-8 6 ; # determine if convergence has been achieved at the end of an iteration step
algorithm Newton; # use Newton's solution algorithm: updates tangent stiffness at every iteration
integrator LoadControl 0.1; # determine the next time step for an analysis, # apply gravity in 10 steps
analysis Static # define type of analysis static or transient
analyze 10; # perform gravity analysis
}
puts "vop vop vop vop oleee"
print -ele
print reaction
print disp
print -node 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
i don't know how to attach a screenshot
please help me, the example file is confusing me (The example of opensees with the sections)
how can i view my model displayed]??
- Tue Jun 06, 2017 1:38 pm
- Forum: OpenSees.exe Users
- Topic: How to visualize your model
- Replies: 10
- Views: 8937
How to visualize your model
Halloa world
In order to begin, i am new to opensees, it is fantastic.
How can i visualize my model in opensees, for example i have a small 2D frame, the analysis is only static; you know light.
my results are correct (Verified with staad pro), displacements, etc.
is there a way to "view" my frame or my models
after all, i know that a recorder called display exists, but i don't know how to use it, well i tried but the program told me that the eigenvalues needed to be defined first. Obviously i don't want that analysis, i'm starting wiht the basics (Undergraduate student)
Come on
Gabriel
In order to begin, i am new to opensees, it is fantastic.
How can i visualize my model in opensees, for example i have a small 2D frame, the analysis is only static; you know light.
my results are correct (Verified with staad pro), displacements, etc.
is there a way to "view" my frame or my models
after all, i know that a recorder called display exists, but i don't know how to use it, well i tried but the program told me that the eigenvalues needed to be defined first. Obviously i don't want that analysis, i'm starting wiht the basics (Undergraduate student)
Come on
Gabriel
- Tue Jun 06, 2017 1:30 pm
- Forum: OpenSees.exe Users
- Topic: Help
- Replies: 3
- Views: 4310
Re: Help
Thanks Edward and Selim, after some trials i just restarted my PC and it worked
- Tue May 09, 2017 1:01 pm
- Forum: OpenSees.exe Users
- Topic: Help
- Replies: 3
- Views: 4310
Help
hi, i have downloaded open sees, actually i don't have any experience in programming.
the installation and running of open sees and tcl is perfect in my pc, but please could you tell how can i write file with the extension .tcl or where do i write the programs
i mean i don't want to work every time in the system symbol cmd
once i did programs on c++ with an application that showed me the errors and compilated the program
or should i use the memo pad of windows
please help i don't know what to do, the information is so confusing to me
Gabriel
the installation and running of open sees and tcl is perfect in my pc, but please could you tell how can i write file with the extension .tcl or where do i write the programs
i mean i don't want to work every time in the system symbol cmd
once i did programs on c++ with an application that showed me the errors and compilated the program
or should i use the memo pad of windows
please help i don't know what to do, the information is so confusing to me
Gabriel