Hi every one
I can not record the reaction when I use elementjoint2D and opensees when I use it give me error and doess not run program? why?
# clear memory of all past model definition
wipe
# set up name of data directory
# create data directory
file mkdir $dataDir
############################################
#creat modelbuilder ( 2dimensional and 3 degree of freedom for each node)
model basic -ndm 2 -ndf 3
########################################################################
#create nodes
#node nodetag x y
node 1 0.0 0.0;
node 2 4.0 0;
node 31 0.0 3.66;
node 32 0.3 3.96;
node 33 0.0 4.26;
node 34 -0.3 3.96;
node 41 4.0 3.66;
node 42 4.3 3.96;
node 43 4.0 4.26;
node 44 3.7 3.96;
node 51 0.0 7.62;
node 52 0.3 7.92;
node 53 0.0 8.22;
node 54 -0.3 7.92;
node 61 4.0 7.62;
node 62 4.3 7.92;
node 63 4.0 8.22;
node 64 3.7 7.92;
fix 1 1 1 1
fix 2 1 1 1
#####################################################################
set m1 48760.5;
# mass $nodeTag (ndf $MassValues)
mass 31 $m1 0.01 0.0;
mass 41 $m1 0.01 0.0;
mass 51 $m1 0.01 0.0;
mass 61 $m1 0.01 0.0;
#####################################################################
uniaxialMaterial ElasticPP 1 21000000000 0.001724 -0.001724 0
uniaxialMaterial ElasticPP 2 21000000000 0.001241 -0.001241 0
############# creating command named Wsection to create Ametican w sections ##############
proc Wsection { seciD matiD d bf tf tw nfdw nftw nfbf nftf} {
# ###################################################################
# Wsection $seciD $matiD $d $bf $tf $tw $nfdw $nftw $nfbf $nftf
# ###################################################################
# create a standard W section given the nominal section properties
# written: Remo M. de Souza
# date: 06/99
# modified: 08/99 (according to the new general modelbuilder)
# input parameters
# seciD - section iD number
# matiD - material iD number
# d = nominal depth
# tw = web thickness
# bf = flange width
# tf = flange thickness
# nfdw = number of fibers along web depth
# nftw = number of fibers along web thickness
# nfbf = number of fibers along flange width
# nftf = number of fibers along flange thickness
set dw [expr $d - 2 * $tf]
set y1 [expr -$d/2]
set y2 [expr -$dw/2]
set y3 [expr $dw/2]
set y4 [expr $d/2]
set z1 [expr -$bf/2]
set z2 [expr -$tw/2]
set z3 [expr $tw/2]
set z4 [expr $bf/2]
section fiberSec $seciD {
# nfii nfiK yi zi yi zi yK zK yL zL
patch quadr $matiD $nfbf $nftf $y1 $z4 $y1 $z1 $y2 $z1 $y2 $z4
patch quadr $matiD $nftw $nfdw $y2 $z3 $y2 $z2 $y3 $z2 $y3 $z3
patch quadr $matiD $nfbf $nftf $y3 $z4 $y3 $z1 $y4 $z1 $y4 $z4
}
}
##############################################################
# W14X257
Wsection 13 1 0.4166 0.4064 0.048 0.03 12 4 12 4
# W33X118
Wsection 15 2 0.8357 0.2921 0.0188 0.014 12 4 12 4
# ###################################################################
geomTransf PDelta 1
geomTransf Linear 2
element dispBeamColumn 1 1 31 5 13 1
element dispBeamColumn 2 2 41 5 13 1
element dispBeamColumn 3 33 51 5 13 1
element dispBeamColumn 4 43 61 5 13 1
# define nolinear beams 1st floor
# #########################################################
element dispBeamColumn 5 32 44 5 15 2
element dispBeamColumn 6 42 64 5 15 2
uniaxialMaterial Steel02 80 1923685 714858850 0;
uniaxialMaterial Steel02 81 478992 44499449 0;
uniaxialMaterial Parallel 101 81 80;
element Joint2D 7 31 32 33 34 311 101 2;
element Joint2D 8 41 42 43 44 312 101 2;
element Joint2D 9 51 52 53 54 313 101 2;
element Joint2D 10 61 62 63 64 314 101 2;
####################################################
recorder Node -file RBase.out -time -node 1 2 -dof 1 2 3 reaction;
pattern Plain 1 Linear {
load 31 0. [expr -9.81*$m1] 0. 0. 0. 0 ;
load 41 0. [expr -9.81*$m1] 0. 0. 0. 0 ;
load 51 0. [expr -9.81*$m1] 0. 0. 0. 0 ;
load 61 0. [expr -9.81*$m1] 0. 0. 0. 0 ;
}
constraints Transformation; # how it handles boundary conditions
numberer RCM; # 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
loadConst -time 0.0; # hold gravity constant and restart time
I can not record the reaction
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