I am modeling the beam column joint element, simulating the slip with zero-length section element and Bond_SP01, but the model does not converge.
Please see the model to find the error.
The law of displacement is in (pathin):
[url]http://ftp.ua.pt/incoming/pathin/[/url]
Model:
wipe; # clear opensees model
model BasicBuilder -ndm 2 -ndf 3
node 1 -59.0 0.0
node 2 -7.9 0.0
node 3 0.0 -78.7
node 4 0.0 -5.9
node 5 59.0 0.0
node 6 7.9 0.0
node 7 0.0 78.7
node 8 0.0 5.9
node 9 0.0 0.0
node 10 -7.9 0.0
node 11 0.0 -5.9
node 12 7.9 0.0
node 13 0.0 5.9
# Fix supports at base of column
# Tag DX DY RZ
fix 1 1 1 0
fix 3 1 0 0
fix 7 1 0 0
#equalDOF $rNodeTag $cNodeTag $dof1 $dof2
equalDOF 12 6 2
equalDOF 2 10 2
equalDOF 4 11 2
equalDOF 13 8 2
#Steel
set fy 34.08; # Yield stress
set Es 29000.0; # Young's modulus
set Eh 13; # hardening modulus
set bst 0.00051;
set fu 52.2;
set Ee 20000;
# Concrete
set fccc -3.5
set fccb -3.55
set Eccc 3452.0
set Eccb 3416.0
#Column
set colWidth 11.81; # Width
set colDepth 11.81; # Depth
set coverc 1.338;
set PI [expr 2.*asin(1.0)];
set barDiameter 0.472;
set barraio [expr $barDiameter/2.];
set barAreaCol [expr $PI*pow($barraio,2.)];
set yc [expr $colDepth/2.0]; # The distance from the section z-axis to the edge of the cover concrete -- outer edge of cover concrete
set zc [expr $colWidth/2.0]; # The distance from the section y-axis to the edge of the cover concrete -- outer edge of cover concrete
set coreYc [expr $yc-$coverc]; # The distance from the section z-axis to the edge of the core concrete -- edge of the core concrete/inner edge of cover concrete
set coreZc [expr $zc-$coverc]; # The distance from the section y-axis to the edge of the core concrete -- edge of the core concrete/inner edge of cover concrete
set nfYc 31 ; # number of fibers for concrete in y-direction
set nfZc 13 ; # number of fibers for concrete in z-direction
#Beam
set beamWidth 11.81; # Width
set beamDepth 15.75; # Depth
set coverb 1.338;
set PI [expr 2.*asin(1.0)];
set PI [expr 2.*asin(1.0)];
set barDiameter 0.472;
set barraio [expr $barDiameter/2.];
set barAreabeam [expr $PI*pow($barraio,2.)];
set yb [expr $beamDepth/2.0]; # The distance from the section z-axis to the edge of the cover concrete -- outer edge of cover concrete
set zb [expr $beamWidth/2.0]; # The distance from the section y-axis to the edge of the cover concrete -- outer edge of cover concrete
set coreYb [expr $yb-$coverb]; # The distance from the section z-axis to the edge of the core concrete -- edge of the core concrete/inner edge of cover concrete
set coreZb [expr $zb-$coverb]; # The distance from the section y-axis to the edge of the core concrete -- edge of the core concrete/inner edge of cover concrete
set nfY 13; # number of fibers for concrete in y-direction
set nfZ 49; # number of fibers for concrete in z-direction
#Bond
set alfa 0.50
set Sybeam [expr 0.1*pow($barDiameter*($fy*1000)*(2*$alfa+1)/(4000*pow($fccb*(-1000),.5)),[expr (1/$alfa)])+0.013]
set Subeam [expr 40*$Sybeam]
set bbeam .3
set Rbeam .65
puts $Sybeam
set Sycol [expr 0.1*pow($barDiameter*($fy*1000)*(2*$alfa+1)/(4000*pow($fccc*(-1000),.5)),[expr (1/$alfa)])+0.013]
set Sucol [expr 40*$Sycol]
set bcol .3
set Rcol .65
puts $Sycol
set ACol [expr $colWidth*$colDepth]; # cross-sectional area column
set ABeam [expr $beamWidth*$beamDepth]; # cross-sectional area beam
set ColIz [expr 1./12.*$colWidth*pow($colDepth,3.)]; # Column moment of inertia
set BeamIz [expr 1./12.*$beamWidth*pow($beamDepth,3.)]; # Beam moment of inertia
#Definition of materials
uniaxialMaterial Concrete01 1 -3.48 -0.002 -.7 -0.0109
uniaxialMaterial Concrete01 2 -3.50 -0.00203 -0.7 -0.03018
uniaxialMaterial Concrete01 3 -3.55 -0.00208 -0.7 -0.0328
uniaxialMaterial Steel02 4 34.08 2900.0 0.0051 16.5 0.925 0.15
uniaxialMaterial Bond_SP01 500 34.08 $Sycol 522 $Sucol 0.3 0.65
uniaxialMaterial Bond_SP01 600 34.08 $Sybeam 522 $Subeam 0.3 0.65
uniaxialMaterial Elastic 7 $Ee
#Column
section Fiber 1 {; # Define the fiber section
patch quad 2 $nfYc $nfZc -$coreYc $coreZc -$coreYc -$coreZc $coreYc -$coreZc $coreYc $coreZc; # Define the core patch
patch quad 1 $nfYc 2 -$yc $coreZc -$yc -$coreZc -$coreYc -$coreZc -$coreYc $coreZc; # bottom side
patch quad 1 5 17 -$yc -$coreZc -$yc -$zc $yc -$zc $yc -$coreZc; # right side
patch quad 1 $nfYc 2 $coreYc $coreZc $coreYc -$coreZc $yc -$coreZc $yc $coreZc; # top side
patch quad 1 5 17 -$yc $zc -$yc -$coreZc $yc $coreZc $yc $zc; # Define the four cover patches - left side
fiber -$coreYc $coreZc $barAreaCol 4;
fiber -$coreYc -$coreZc $barAreaCol 4;
fiber $coreYc -$coreZc $barAreaCol 4;
fiber $coreYc $coreZc $barAreaCol 4;
}; # end of fibersection definition
section Fiber 3 {; # Define the fiber section
patch quad 2 $nfYc $nfZc -$coreYc $coreZc -$coreYc -$coreZc $coreYc -$coreZc $coreYc $coreZc; # Define the core patch
patch quad 1 $nfYc 2 -$yc $coreZc -$yc -$coreZc -$coreYc -$coreZc -$coreYc $coreZc; # bottom side
patch quad 1 5 17 -$yc -$coreZc -$yc -$zc $yc -$zc $yc -$coreZc; # right side
patch quad 1 $nfYc 2 $coreYc $coreZc $coreYc -$coreZc $yc -$coreZc $yc $coreZc; # top side
patch quad 1 5 17 -$yc $zc -$yc -$coreZc $yc $coreZc $yc $zc; # Define the four cover patches - left side
fiber -$coreYc $coreZc $barAreaCol 500;
fiber -$coreYc -$coreZc $barAreaCol 500;
fiber $coreYc -$coreZc $barAreaCol 500;
fiber $coreYc $coreZc $barAreaCol 500;
}; # end of fibersection definition
#Beam
section Fiber 2 {; # Define the fiber section
patch quad 3 $nfY $nfZ -$coreYb $coreZb -$coreYb -$coreZb $coreYb -$coreZb $coreYb $coreZb; # Define the core patch
patch quad 1 13 5 -$yb $coreZb -$yb -$coreZb -$coreYb -$coreZb -$coreYb $coreZb; # bottom side
patch quad 1 2 $nfZ -$coreYb -$coreZb -$coreYb -$zb $coreYb -$zb $coreYb -$coreZb; # right side
patch quad 1 13 5 $coreYb $zb $coreYb -$zb $yb -$zb $yb $zb; # top side
patch quad 1 2 $nfZ -$coreYb $zb -$coreYb $coreZb $coreYb $coreZb $coreYb $zb; # Define the four cover patches - left side
fiber -$coreYb $coreZb $barAreabeam 4;
fiber $coreYb 1.5 $barAreabeam 4;
fiber $coreYb -1.5 $barAreabeam 4;
fiber -$coreYb -$coreZb $barAreabeam 4;
fiber $coreYb -$coreZb $barAreabeam 4;
fiber $coreYb $coreZb $barAreabeam 4;
}; # end of fibersection definition
section Fiber 4 {; # Define the fiber section
patch quad 3 $nfY $nfZ -$coreYb $coreZb -$coreYb -$coreZb $coreYb -$coreZb $coreYb $coreZb; # Define the core patch
patch quad 1 13 5 -$yb $coreZb -$yb -$coreZc -$coreYb -$coreZb -$coreYb $coreZb; # bottom side
patch quad 1 2 $nfZ -$coreYb -$coreZb -$coreYb -$zb $coreYb -$zb $coreYb -$coreZb; # right side
patch quad 1 13 5 $coreYb $zb $coreYb -$zb $yb -$zb $yb $zb; # top side
patch quad 1 2 $nfZ -$coreYb $zb -$coreYb $coreZb $coreYb $coreZb $coreYb $zb; # Define the four cover patches - left side
fiber -$coreYb $coreZb $barAreabeam 600;
fiber $coreYb 1.5 $barAreabeam 600;
fiber $coreYb -1.5 $barAreabeam 600;
fiber -$coreYb -$coreZb $barAreabeam 600;
fiber $coreYb -$coreZb $barAreabeam 600;
fiber $coreYb $coreZb $barAreabeam 600;
}; # end of fibersection definition
# Define elements
## Geometry of elements
geomTransf Linear 1
set tol 0.1
#column
element beamWithHinges 12 1 2 1 0.0 1 5.9 $Eccc $ACol $ColIz 1 -iter 1000 $tol ; #plastic hinge = h/2
element beamWithHinges 65 6 5 1 5.9 1 0.0 $Eccc $ACol $ColIz 1 -iter 1000 $tol ; #plastic hinge = h/2
#beam
element beamWithHinges 34 3 4 2 0.0 2 7.9 $Eccb $ABeam $BeamIz 1 -iter 1000 $tol ; #plastic hinge = h/2
element beamWithHinges 87 8 7 2 7.9 2 0.0 $Eccb $ABeam $BeamIz 1 -iter 1000 $tol ; #plastic hinge = h/2
#elastic element
element elasticBeamColumn 109 10 9 $ACol $Ee $ColIz 1 -iter 1000 $tol ;
element elasticBeamColumn 912 9 12 $ACol $Ee $ColIz 1 -iter 1000 $tol ;
element elasticBeamColumn 119 11 9 $ABeam $Ee $BeamIz 1 -iter 1000 $tol ;
element elasticBeamColumn 913 9 13 $ABeam $Ee $BeamIz 1 -iter 1000 $tol ;
# zeroLengthSection tag ndI ndJ secID
element zeroLengthSection 126 12 6 3 -iter 1000 $tol ;
element zeroLengthSection 210 2 10 3 -iter 1000 $tol ;
element zeroLengthSection 411 4 11 4 -iter 1000 $tol ;
element zeroLengthSection 138 13 8 4 -iter 1000 $tol ;
# Set up and perform analysis
## Create recorders
recorder Element -file F65.out -time -ele 65 globalForce;
recorder Element -file F12.out -time -ele 12 globalForce;
recorder Node -file topdisp.out -time -node 5 -dof 2 disp;
recorder Node -file topforce.out -time -node 5 -dof 2 reaction;
recorder Node -file node3R.out -time -node 3 -dof 1 2 3 reaction;
recorder Node -file node3D.out -time -node 3 -dof 1 2 3 disp;
recorder Node -file node1R.out -time -node 1 -dof 1 2 3 reaction;
recorder display viga 10 10 600 500 -wipe
prp -100 100 10000
vup 0 1 0
display 2 4 10
set P -67
pattern Plain 1 "Constant" {
load 5 $P 0.0 0.0
}
# Define analysis parameters
integrator LoadControl 0
system SparseGeneral -piv
test NormDispIncr 1.0e-5 2500
numberer Plain
constraints Plain
algorithm KrylovNewton
analysis Static
# Do one analysis for constant axial load
analyze 1
set SeriesPath1 "Path Series -dt 1 -filePath pathin.txt"
pattern Plain 2 $SeriesPath1 {
# sp $node $DOF $Reference
sp 5 2 1
}
# Define analysis parameters
integrator LoadControl 1
system SparseGeneral -piv
test NormDispIncr 1.0e-3 3000 5
numberer Plain
constraints Transformation
algorithm KrylovNewton
analysis Static
# Apply the 18451 points in the files.
analyze 18451 ;
puts [getTime]
Bond_SP01 - not converge
Moderators: silvia, selimgunay, Moderators