repeat the error

[behrooz_ghaemi]

my problem don't solve
please guide me
all of case that you say i check but
that error reoeat
....

[pejman_opensees]

What is the problem. Describe it in fluent english plz so that we may be able to help. Do some code writing and ..

[behrooz_ghaemi]

this is a part of my model
my model is 25*30 and height 15m
when I run that this message clear :
element torsional stiffness GJ/L=1e+01forceBeamcolumn3d::forceBeamcolumn3d
forceBeamcolumn3d--no torsion detected in section,continuing with element torsional stiffness GJ/L=.....
and this message repeat......
also i want to creat a concrete jacketing that jacketed a R/C column
and the slip of the ban of this section is important
now what ELEMENT is suitable ?
very thanks for your consideration

model BasicBuilder -ndm 3 -ndf 6
# Create nodes
# tag x y z
node 1 0 0 0
.
.
# Fix supports at base of columns
# tag DX DY DZ RX RY RZ
fix 1 1 1 1 1 1 1
.
.
#difine nodes of diaphragm's center
# tag x y z
node 253 2.5 2.75 3
.
.
#difine node of center of mass
node 403 12.5 16.5 3
.
.
#fix master joint of diaphragm
# node DX DY DZ RX RY RZ
fix 253 0 0 1 1 1 0
.
.
#difine rigidDiaphragm
# normalDir master slaves
rigidDiaphragm 3 253 43 44 50 49
.
# Define materials for nonlinear columns
uniaxialMaterial Concrete01 1 -365.0 -0.005 -330.0 -0.02
set fc 210
uniaxialMaterial Concrete01 2 -$fc -0.002 0.0 -0.006
# Core concrete
uniaxialMaterial Steel01 3 4200 2100000 0.02
# Define cross-section for nonlinear columns
source RCsection.tcl
source RCsectionbeam.tcl
# Call the procedure to generate the column section
set c 50
RCsection 1 $c $c 5 1 2 3 3 3.14 8 8 10 10
set b 30
set h 40
RCsection 2 $h $b 5 1 2 3 3 3.14 8 8 10 10
# Concrete elastic stiffness
set E [expr 2*365/0.005]
# Column torsional stiffness
set GJ 56153.8;
# Linear elastic torsion for the column
uniaxialMaterial Elastic 10 $GJ
# Attach torsion to the RC column section
# tag uniTag uniCode secTag
section Aggregator 3 10 T -section 1
set colSec 3
# Define column elements
set np 10
# Geometric transformation
set PDelta "ON"
# Geometric transformation for columns
if {$PDelta == "ON"} {
# tag vecxz
geomTransf LinearWithPDelta 1 1 0 0
} else {
geomTransf Linear 1 1 0 0
}
# Define elements
# tag inode jnode np sectag transf kg/cm
element nonlinearBeamColumn 1 1 43 $np $colSec 1 -mass 6
.
.
# Define beam elements
# ----------------------
# Geometric transformation
geomTransf Linear 2 1 1 0
set np 4
set beamSec 2
# Define elements
# tag inode jnode np sectag transf kg/cm
element nonlinearBeamColumn 211 43 44 $np $beamSec 2 -mass 2.88
.
.
# Define gravity loads
# --------------------
# Constant gravity load
set P -16500
# Create a Plain load pattern with a Linear TimeSeries
pattern Plain 1 Linear {
# Create nodal loads at nodes
# tag fx fy fz mx my mz
load 253 0 0 $P 0 0 0
.
.
# ------------------------------
# End of model generation
# Start of analysis generation for gravity analysis
# -------------------------------------------------
# Create the convergence test, the norm of the residual with a tolerance of
# 1e-12 and a max number of iterations of 10
test NormDispIncr .001 10 0
# Create the solution algorithm, a Newton-Raphson algorithm
algorithm Newton
# Create the integration scheme, the LoadControl scheme using steps of 0.1
integrator LoadControl 0.1 1 0.1 0.1
# Create the system of equation, a SPD using a profile storage scheme
system BandGeneral
# Create the DOF numberer, the reverse Cuthill-McKee algorithm
numberer RCM
# Create the constraint handler, the transformation method
constraints Transformation
# Create the analysis object
analysis Static
initialize
# ------------------------------------------------
# End of analysis generation for gravity analysis
# -------------------------------------------------
#start of recorder generation
recorder node -file nodeGravity.out -time-node 231 232 -dof 1 2 3 disp
# ------------------------------
# Perform gravity load analysis
# ------------------------------
# perform the gravity load analysis, requires 10 steps to reach the load level
analyze 10
# set gravity loads to be const and set pseudo time to be 0.0
# for start of lateral load analysis
#loadConst -time 0.0
# ------------------------------
print node 231 232
print ele 550

[silvia]

i see where you defined sections 1 and 2,
but you assign torsion only to section 1.
what about section 2?
please pin down which line gives you the error.

[behrooz_ghaemi]

this message clear
"missing close brace"

[silvia]

check all you braces {} and []

like in the load pattern, for example.

using Crimson editor really helps with that.