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]??
