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I noticed a strange behaviour, the file expected is not 'visible' (regardless the OS, same behaviour in Win and Linux) as soon as you don't work on another file, therefore I want to add a 'fake' recorder at the end just to make the former visible...

could you please give more details? (OpenSees version, Operating System, the filename you trying to run, ... )

I don find the .log and don't understand the problem, could you please detail?

Strange you could not reach the absolute limit = 512 ... I do not have models large enough to try under Linux for you but could try for a (virtual) beer ...

maybe you can try calculating several Moment-Curvature diagrams with different section fibers discretization... and let us know!

I tried to run the code at page 11 of this content: https://opensees.berkeley.edu/workshop/ ... cKenna.pdf
to calculate the spectrum from acceleration timeseries of mine.
After some small changes to code (not working actually) I am stuck with recorder EnvelopeNode giving an empty file... while recorder node gives properly the displacements. Did anyone succeed calculating spectra?
Thanks a lot.

Just compile (then use) the release 3.0.0 instead of 3.1.0

I fixed the issue with section fiber (3D models only) compiling the penultimate source available in GitHub (3.0.0).

I observed the same 3.0.3 Win OK , 3.1.0 Linux SIG SEGV but I believed it was linux compile issues. I'll try 3.0.3 Linux and let you know.

Perhaps it was too early... If you download toady you get the 3.0.3 release

I just compiled release 3.0.3 on a xubuntu 64bit system and get segmentation fault with a file I ran hundreds of times on Win10 same OpenSees release.
Could anyone try to source the code below? The SIG SEV error accurs @ section fiber 1
notice the std OpenSees example RCFrameGravity.tcl using an almost equal section fiber 1 {} works

logFile "Pigna.log"
#
wipe;
model BasicBuilder -ndm 3 -ndf 6
set pesopropriop 2.5E-4
#set pesopropriop 0.0000000000000001
#puts pesopropriop
set pesoproprios 2.5E+3
#set pesoproprios 0.0000000001
set plateT 20

set hp0 0
set hp1 3.7E+03; # Altezza seminterrato
set h2 3.2E+03; # Altezza piano terra
set h3 2.4E+03; # Altezza mansarda
set hp2 [expr $hp1+$h2]
set hp3 [expr $hp2+$h3]

#inizializzazione coordinate pianta pilastri
set x00 0
set x0 1E+03
set x1 5.3E+03
set x2 7E+03
set x3 9.9E+03
set x4 12.3E+03
set x5 15.7E+03
set y0 0
set y1 1.2E+03
set y2 5E+03
set y3 8.9E+03
set y4 9.9E+03
set y5 11.9E+03

set a 1
set b 2
set c 3
set d 4
set e 5
set f 6
set g 7
set h 8
set i 9
set j 10
set k 11
set l 12
set m 13
set n 14
set o 15
set p 16
set q 17
set r 18
set s 19
set t 20
set u 21
set v 22
set w 23
set z 24

# offset numero nodi piani superiori
set to0 0
set to1 124
set to2 257
set to3 357
#definizione nodi piano terra Z=0
# tag X Y Z
node [expr $a+$to0] $x00 $y1 $hp0
node [expr $b+$to0] $x00 $y2 $hp0
node [expr $c+$to0] $x1 $y2 $hp0
node [expr $d+$to0] $x1 $y1 $hp0
node [expr $e+$to0] $x00 $y3 $hp0
node [expr $f+$to0] $x0 $y3 $hp0
node [expr $g+$to0] $x1 $y3 $hp0
node [expr $h+$to0] $x2 $y2 $hp0
node [expr $i+$to0] $x2 $y1 $hp0
node [expr $j+$to0] $x2 $y0 $hp0
node [expr $k+$to0] $x0 $y5 $hp0
node [expr $l+$to0] $x1 $y5 $hp0
node [expr $m+$to0] $x3 $y5 $hp0
node [expr $n+$to0] $x3 $y4 $hp0
node [expr $o+$to0] $x3 $y3 $hp0
node [expr $p+$to0] $x3 $y2 $hp0
node [expr $q+$to0] $x3 $y1 $hp0
node [expr $r+$to0] $x3 $y0 $hp0
node [expr $s+$to0] $x4 $y4 $hp0
node [expr $t+$to0] $x4 $y2 $hp0
node [expr $u+$to0] $x4 $y1 $hp0
node [expr $v+$to0] $x5 $y4 $hp0
node [expr $w+$to0] $x5 $y2 $hp0
node [expr $z+$to0] $x5 $y1 $hp0

# definizione nodi rialzato Z=$hp1 numerazione come piano terra +124

node [expr $a+$to1] $x00 $y1 $hp1
node [expr $b+$to1] $x00 $y2 $hp1
node [expr $c+$to1] $x1 $y2 $hp1
node [expr $d+$to1] $x1 $y1 $hp1
node [expr $e+$to1] $x00 $y3 $hp1
node [expr $f+$to1] $x0 $y3 $hp1
node [expr $g+$to1] $x1 $y3 $hp1
node [expr $h+$to1] $x2 $y2 $hp1
node [expr $i+$to1] $x2 $y1 $hp1
node [expr $j+$to1] $x2 $y0 $hp1
node [expr $k+$to1] $x0 $y5 $hp1
node [expr $l+$to1] $x1 $y5 $hp1
node [expr $m+$to1] $x3 $y5 $hp1
node [expr $n+$to1] $x3 $y4 $hp1
node [expr $o+$to1] $x3 $y3 $hp1
node [expr $p+$to1] $x3 $y2 $hp1
node [expr $q+$to1] $x3 $y1 $hp1
node [expr $r+$to1] $x3 $y0 $hp1
node [expr $s+$to1] $x4 $y4 $hp1
node [expr $t+$to1] $x4 $y2 $hp1
node [expr $u+$to1] $x4 $y1 $hp1
node [expr $v+$to1] $x5 $y4 $hp1
node [expr $w+$to1] $x5 $y2 $hp1
node [expr $z+$to1] $x5 $y1 $hp1

#definizione nodi secondo Z=$hp2 numerazione come piano terra +257

node [expr $a+$to2] $x00 $y1 $hp2
node [expr $b+$to2] $x00 $y2 $hp2
node [expr $c+$to2] $x1 $y2 $hp2
node [expr $d+$to2] $x1 $y1 $hp2
node [expr $e+$to2] $x00 $y3 $hp2
node [expr $f+$to2] $x0 $y3 $hp2
node [expr $g+$to2] $x1 $y3 $hp2
node [expr $h+$to2] $x2 $y2 $hp2
node [expr $i+$to2] $x2 $y1 $hp2
node [expr $j+$to2] $x2 $y0 $hp2
node [expr $k+$to2] $x0 $y5 $hp2
node [expr $l+$to2] $x1 $y5 $hp2
node [expr $m+$to2] $x3 $y5 $hp2
node [expr $n+$to2] $x3 $y4 $hp2
node [expr $o+$to2] $x3 $y3 $hp2
node [expr $p+$to2] $x3 $y2 $hp2
node [expr $q+$to2] $x3 $y1 $hp2
node [expr $r+$to2] $x3 $y0 $hp2
node [expr $s+$to2] $x4 $y4 $hp2
node [expr $t+$to2] $x4 $y2 $hp2
node [expr $u+$to2] $x4 $y1 $hp2
node [expr $v+$to2] $x5 $y4 $hp2
node [expr $w+$to2] $x5 $y2 $hp2
node [expr $z+$to2] $x5 $y1 $hp2

#definizione nodi copertura Z=$hp3

node [expr $a+$to3] $x00 $y1 $hp3
node [expr $b+$to3] $x00 $y2 $hp3
node [expr $c+$to3] $x1 $y2 $hp3
node [expr $d+$to3] $x1 $y1 $hp3
node [expr $e+$to3] $x00 $y3 $hp3
node [expr $f+$to3] $x0 $y3 $hp3
node [expr $g+$to3] $x1 $y3 $hp3
node [expr $h+$to3] $x2 $y2 $hp3
node [expr $i+$to3] $x2 $y1 $hp3
node [expr $j+$to3] $x2 $y0 $hp3
node [expr $k+$to3] $x0 $y5 $hp3
node [expr $l+$to3] $x1 $y5 $hp3
node [expr $m+$to3] $x3 $y5 $hp3
node [expr $n+$to3] $x3 $y4 $hp3
node [expr $o+$to3] $x3 $y3 $hp3
node [expr $p+$to3] $x3 $y2 $hp3
node [expr $q+$to3] $x3 $y1 $hp3
node [expr $r+$to3] $x3 $y0 $hp3
node [expr $s+$to3] $x4 $y4 $hp3
node [expr $t+$to3] $x4 $y2 $hp3
node [expr $u+$to3] $x4 $y1 $hp3
node [expr $v+$to3] $x5 $y4 $hp3
node [expr $w+$to3] $x5 $y2 $hp3
node [expr $z+$to3] $x5 $y1 $hp3

# ----------------- Master nodes for rigid diaphragm ---------
# tag X Y Z
#node 9 0 0 $h1
#node 14 0 0 $h2
#node 19 0 0 $h3

# ----------------- Set base constraints --------------------
# tag DX DY DZ RX RY RZ
fix 1 1 1 1 0 0 0
fix 2 1 0 1 0 0 0
fix 3 1 1 1 0 0 0
fix 4 0 1 1 0 0 0
fix 5 1 1 1 0 0 0
fix 6 1 1 1 0 0 0
fix 7 0 0 1 0 0 0
fix 8 0 0 1 0 0 0
fix 9 1 1 1 0 0 0
fix 10 1 1 1 0 0 0
fix 11 1 1 1 0 0 0
fix 12 0 1 1 0 0 0
fix 13 1 1 1 0 0 0
fix 14 1 1 1 0 0 0
fix 15 0 0 1 0 0 0
fix 16 0 0 1 0 0 0
fix 17 1 1 1 0 0 0
fix 18 1 1 1 0 0 0
fix 19 0 1 1 0 0 0
fix 20 0 0 1 0 0 0
fix 21 0 1 1 0 0 0
fix 22 1 1 1 0 0 0
fix 23 1 0 1 0 0 0
fix 24 1 1 1 0 0 0

# --- --------- Core concrete (confined) -------------------
# tag f'c epsc0 f'cu epscu
uniaxialMaterial Concrete01 1 -34473.8 -0.005 -24131.66 -0.02

# ------------- Reinforcing steel ------------------------
# tag fy E b
uniaxialMaterial Steel01 2 248200. 2.1e8 0.02

# ------------ Cover concrete (unconfined) ---------------
set fc 27579;
# $fpc $epsc0 $fpcu $epsU tensione di 'snervamento' strain di snervamento asintoto stress asintoto strain
uniaxialMaterial Concrete01 3 -$fc -0.002 0.0 -0.006
# pilastro 30x30 Ø16 staffe Ø8x200 Tag SecType fpc Ec epscu L1 phis S fyh Es0 haRatio mu phiLon
uniaxialMaterial ConfinedConcrete01 4 S1 -30 29960 -epscu 0.05 -gamma 0.5 270 8 200 300 210000 0 1000 16 -stRatio 0.85
# pilastro 60x30 Ø14 staffe Ø8x200 Tag SecType fpc Ec epscu L1 L2 phis S fyh Es0 haRatio mu phiLon
uniaxialMaterial ConfinedConcrete01 5 R -30 29960 -epscu 0.05 -gamma 0.5 570 270 8 200 300 210000 0 1000 14 -stRatio 0.85
# pilastro 30x30 Ø14 staffe Ø8x100 Tag SecType fpc Ec epscu L1 phis S fyh Es0 haRatio mu phiLon
uniaxialMaterial ConfinedConcrete01 6 S1 -30 29960 -epscu 0.05 -gamma 0.5 270 8 100 300 210000 0 1000 14 -stRatio 0.85


#materiale per fare solo inerzia e peso proprio 250 kg/mq
nDMaterial ElasticIsotropic 9 2.1e0 0.3 [expr $pesoproprios/(1000000*$plateT)]
nDMaterial PlateFiber 10 9

#proprietà X Y Z
nDMaterial ElasticOrthotropic 11 2.1e5 2.1e0 2.1e0 0.3 0.3 0.3 2.1e0 2.1e0 2.1e0 0.0000025
nDMaterial PlateFiber 12 11

set y1pilastro 150;
set z1pilastro 150;
set z1pilastroo 285;
#set z1pilastrocent 167.5; #fila di armature nei pilastri
set y1trave 150;
set z1trave 250;
set cover 15; # copriferro
set As14 153.94; # area of 1 Ø14
set As16 201.06; # area of 1 Ø16
set mass30x30 [expr 30*30*$pesopropriop]
set mass30x60 [expr 30*60*$pesopropriop]

# Pilastro 30x30 Ø16 staffe Ø8 passo 200 mm
section Fiber 1 {
# Create the concrete core fibers ConfinedConcrete01
# mat fibrez fibrey zi yi zk yk
patch rect 4 10 10 [expr -$y1pilastro+$cover] [expr -$z1pilastro+$cover] [expr $y1pilastro-$cover] [expr $z1pilastro-$cover]
# Create the concrete cover fibers Concrete01
patch rect 3 10 1 [expr -$y1pilastro] [expr $z1pilastro-$cover] $y1pilastro $z1pilastro
patch rect 3 10 1 [expr -$y1pilastro] [expr -$z1pilastro] $y1pilastro [expr -$z1pilastro+$cover]
patch rect 3 1 8 [expr -$y1pilastro] [expr -$z1pilastro+$cover] [expr -$y1pilastro+$cover] [expr $z1pilastro-$cover]
patch rect 3 1 8 [expr $y1pilastro-$cover] [expr -$z1pilastro+$cover] $y1pilastro [expr $z1pilastro-$cover]
# Create the reinforcing fibers (top, bottom)
# material number.bar Aindividualbar inizio inizio fine fine
layer straight 2 2 $As16 [expr -$y1pilastro+$cover] [expr $z1pilastro-$cover] [expr $y1pilastro-$cover] [expr $z1pilastro-$cover]
#layer straight 2 2 $As16 [expr -$y1pilastro+$cover] $z1pilastrocent [expr $y1pilastro-$cover] $z1pilastrocent
#layer straight 2 2 $As14 [expr -$y1pilastro+$cover] 0.0 [expr $y1pilastro-$cover] 0.0
#layer straight 2 2 $As16 [expr -$y1pilastro+$cover] -$z1pilastrocent [expr $y1pilastro-$cover] -$z1pilastrocent
layer straight 2 2 $As16 [expr -$y1pilastro+$cover] [expr -$z1pilastro+$cover] [expr $y1pilastro-$cover] [expr -$z1pilastro+$cover]
}

I just knew these Display features are available 'ad interim' therefore not documented! Anyway apparently the settings are taken from:

https://www.cs.uic.edu/~jbell/CourseNot ... oints.html

I also struggled to understand how to display top, side, or '3D' views, see below

recorder display "Displaced frame" 20 20 800 800 -wipe
prp 300 200 1
# '3D view'
vup 1 1 1
vpn -0.75 -0.75 0.25
# or side view from X
vup 0 0 1
vpn -1 0 0
# or side view from Y
# vup 0 0 1
# vpn 0 -1 0
# or Top view (from Z)
# vup 0 1 0
# vpn 0 0 1

In my opinion the ConfinedConcrete01 model is for the core concrete (surrounded by reinforcing bars) while for the cover it is suitable the Concrete01 (or others). When you are to analyze a seismic improvement by an outer layer of FRP on a section already reinforced by steel bars I am not sure but I think you should use two different ConfinedConcrete01, one for the core and another for the 'cover' (actually confined by FRP).

Dear All, for some reasons I must use Tcl8.4 instead of the most updated Tcl version. Which is the last OpenSees version (Win 64) compatible with Tcl8.4? How could I dowload that?
Thanks a lot.
Regards.

did anyone create a TCL script in order to make ANSYS commands NGEN EGEN usable with Opensees?