Problem in Shear Modeling with Section Aggregator

milhan · Post by **milhan** » Tue Sep 06, 2022 5:00 am

Hello all,

I am trying to introduce shear model with Section Aggregator command but it has no effect on the pushover curve. Am I doing something wrong? I've copied the model I created.

wipe;
wipeAnalysis;

#Units: kN, m, sec
set kPa [expr 1000];
set pi [expr acos(-1.0)];

#### DEFINE MODEL ####
#model BasicBuilder -ndm $ndm <-ndf $ndf>
model BasicBuilder -ndm 2 -ndf 3;

### GLOBAL GEOMETRY ###
set Floor1 3.3;
set Floor2 [expr 2*$Floor1];
set Width 4.26;

### DEFINE NODES ###
#node $nodeTag (ndm $coords)
node 1 0.0 0.0;
node 2 0.0 $Floor1;
node 3 0.0 $Floor2;
node 4 $Width 0.0;
node 5 $Width $Floor1;
node 6 $Width $Floor2;

#equalDOF $rNodeTag $cNodeTag $dof1 $dof2 ...
equalDOF 2 5 1;
equalDOF 3 6 1;

#### DEFINE BOUNDARY CONDITIONS ####
#fix $nodeTag (ndf $constrValues)
fix 1 1 1 1;
fix 4 1 1 1;

##### DEFINE MATERIALS #####
#Concrete
#Unconfined Concrete
set fc [expr -20.0*$kPa];
set epsc -0.002;
set fu [expr -17.0*$kPa];
set epsu -0.02;
set lambda 0.1;
set ft [expr $fc*-0.1];
set Et [expr $ft/0.002];
#uniaxialMaterial Concrete02 $matTag $fpc $epsc0 $fpcu $epsU $lambda $ft $Ets
uniaxialMaterial Concrete02 1 $fc $epsc $fu $epsu $lambda $ft $Et;

#Confined Concrete (1st Floor)
set fc [expr -20.8*$kPa];
set epsc -0.0026;
set fu [expr -17.0*$kPa];
set epsu -0.02;
set lambda 0.1;
set ft [expr $fc*-0.1];
set Et [expr $ft/0.002];
uniaxialMaterial Concrete02 2 $fc $epsc $fu $epsu $lambda $ft $Et;

#Confined Concrete (2nd Floor)
set fc [expr -21.2*$kPa];
set epsc -0.0024;
set fu [expr -17.0*$kPa];
set epsu -0.0045;
set lambda 0.1;
set ft [expr $fc*-0.1];
set Et [expr $ft/0.002];
uniaxialMaterial Concrete02 3 $fc $epsc $fu $epsu $lambda $ft $Et;

#Steel
set Fy [expr 551.0*$kPa];
set Es [expr 2.0*10**5*$kPa];
set b 0.01;
set R0 20;
set cR1 0.925;
set cR2 0.15;
uniaxialMaterial Steel02 4 $Fy $Es $b $R0 $cR1 $cR2;

#### DEFINE FIBER SECTIONS ####
#1st Floor Columns
set columnSection1 1;
set numSubdivY 5;
set numSubdivZ 1;
set numCoverSubdiv 2;
set columnHeight 0.26;
set columnWidth 0.26;
set d_ 0.02;
set coverY [expr $columnHeight/2.0];
set coverZ [expr $columnWidth/2.0];
set coreY [expr $coverY-$d_]
set coreZ [expr $coverZ-$d_]
set d 0.014;
set Abar [expr $d*$d*$pi/4];

set y [expr $columnHeight/2];
set z [expr $columnWidth/2];

#section Fiber $secTag <-GJ $GJ> {
#fiber...
#patch...
#layer...
#...
#}

section Fiber $columnSection1 {
#Concrete core fiber
#patch quad $matTag $numSubdivIJ $numSubdivJK $yI $zI $yJ $zJ $yK $zK $yL $zL
patch quadr 2 $numSubdivY $numSubdivZ -$coreY $coreZ -$coreY -$coreZ $coreY -$coreZ $coreY $coreZ;
#Concrete cover fibers (top, bottom, left, right)
patch quadr 1 $numCoverSubdiv $numCoverSubdiv -$coverY $coverZ -$coreY $coreZ $coreY $coreZ $coverY $coverZ
patch quadr 1 $numCoverSubdiv $numCoverSubdiv -$coreY -$coreZ -$coverY -$coverZ $coverY -$coverZ $coreY -$coreZ
patch quadr 1 $numCoverSubdiv $numCoverSubdiv -$coverY $coverZ -$coverY -$coverZ -$coreY -$coreZ -$coreY $coreZ
patch quadr 1 $numCoverSubdiv $numCoverSubdiv $coreY $coreZ $coreY -$coreZ $coverY -$coverZ $coverY $coverZ
#Reinforcement
layer straight 4 3 $Abar -$coreY $coreZ -$coreY -$coreZ;
layer straight 4 2 $Abar 0.0 $coreZ 0.0 -$coreZ;
layer straight 4 3 $Abar $coreY $coreZ $coreY -$coreZ;
};

#Shear Model by Sezen(2000)
set s1p 2.4;
set s2p 5.9;
set s3p 10.6;
set e1p 0.000037;
set e2p 0.00095;
set e3p 0.0121;
set s1n -2.4;
set s2n -5.9;
set s3n -10.6;
set e1n -0.000037;
set e2n -0.00095;
set e3n -0.0121;
set pinchX 1.0;
set pinchY 1.0;
set damage1 0.02;
set damage2 0.0;
set beta 0.0;
uniaxialMaterial Hysteretic 5 $s1p $e1p $s2p $e2p $s3p $e3p $s1n $e1n $s2n $e2n $s3n $e3n $pinchX $pinchY $damage1 $damage2 $beta;

#### Define Shear Model ####
set secAggregator1 4;
#section Aggregator $secTag $matTag1 $dof1 $matTag2 $dof2 ....... <-section $sectionTag>
section Aggregator $secAggregator1 5 Vy -section $columnSection1;

#2nd Floor Columns
set columnSection2 2;

section Fiber $columnSection2 {
#Concrete core fiber
#patch quad $matTag $numSubdivIJ $numSubdivJK $yI $zI $yJ $zJ $yK $zK $yL $zL
patch quadr 3 $numSubdivY $numSubdivZ -$coreY $coreZ -$coreY -$coreZ $coreY -$coreZ $coreY $coreZ;
#Concrete cover fibers (top, bottom, left, right)
patch quadr 1 $numCoverSubdiv $numCoverSubdiv -$coverY $coverZ -$coreY $coreZ $coreY $coreZ $coverY $coverZ
patch quadr 1 $numCoverSubdiv $numCoverSubdiv -$coreY -$coreZ -$coverY -$coverZ $coverY -$coverZ $coreY -$coreZ
patch quadr 1 $numCoverSubdiv $numCoverSubdiv -$coverY $coverZ -$coverY -$coverZ -$coreY -$coreZ -$coreY $coreZ
patch quadr 1 $numCoverSubdiv $numCoverSubdiv $coreY $coreZ $coreY -$coreZ $coverY -$coverZ $coverY $coverZ
#Reinforcement
layer straight 4 2 $Abar -$coreY $coreZ -$coreY -$coreZ;
layer straight 4 2 $Abar $coreY $coreZ $coreY -$coreZ;
};
#### Define Shear Model ####
set secAggregator2 5;
#section Aggregator $secTag $matTag1 $dof1 $matTag2 $dof2 ....... <-section $sectionTag>
section Aggregator $secAggregator2 5 Vy -section $columnSection2;

#Beams
set beamSection 3;
set beamHeight 0.4;
set beamWidth 0.26;
set coverY [expr $beamHeight/2.0];
set coverZ [expr $beamWidth/2.0];
set coreY [expr $coverY-$d_]
set coreZ [expr $coverZ-$d_]

set y [expr $beamHeight/2];
set z [expr $beamWidth/2];

section Fiber $beamSection {
#Concrete core fiber
#patch quad $matTag $numSubdivIJ $numSubdivJK $yI $zI $yJ $zJ $yK $zK $yL $zL
patch quadr 2 $numSubdivY $numSubdivZ -$coreY $coreZ -$coreY -$coreZ $coreY -$coreZ $coreY $coreZ;
#Concrete cover fibers (top, bottom, left, right)
patch quadr 1 $numCoverSubdiv $numCoverSubdiv -$coverY $coverZ -$coreY $coreZ $coreY $coreZ $coverY $coverZ
patch quadr 1 $numCoverSubdiv $numCoverSubdiv -$coreY -$coreZ -$coverY -$coverZ $coverY -$coverZ $coreY -$coreZ
patch quadr 1 $numCoverSubdiv $numCoverSubdiv -$coverY $coverZ -$coverY -$coverZ -$coreY -$coreZ -$coreY $coreZ
patch quadr 1 $numCoverSubdiv $numCoverSubdiv $coreY $coreZ $coreY -$coreZ $coverY -$coverZ $coverY $coverZ
#Reinforcement
layer straight 4 4 $Abar -$coreY $coreZ -$coreY -$coreZ;
layer straight 4 4 $Abar $coreY $coreZ $coreY -$coreZ;
};

#### Define Transformation Type ####
#For columns;
set PDTransf 1;
#geomTransf PDelta $transfTag
geomTransf PDelta $PDTransf;
#For beams;
set linearTransf 2;
#geomTransf Linear $transfTag
geomTransf Linear $linearTransf;

#### DEFINE ELEMENTS ####
#1st Floor Columns
set numIntgrPts 10;
set LpI [expr (0.08*($Floor1*1000)+0.022*($Fy*0.001)*($d*1000))*0.001];
set LpJ $LpI;
#element forceBeamColumn $eleTag $iNode $jNode $transfTag "HingeRadau $secTagI $LpI $secTagJ $LpJ $secTagInterior" <-mass $massDens> <-iter $maxIters $tol>
element forceBeamColumn 12 1 2 $PDTransf HingeRadau $columnSection1 $LpI $columnSection1 $LpJ $columnSection1;
element forceBeamColumn 45 4 5 $PDTransf HingeRadau $columnSection1 $LpI $columnSection1 $LpJ $columnSection1;
#2nd Floor Columns
element forceBeamColumn 23 2 3 $PDTransf HingeRadau $columnSection2 $LpI $columnSection2 $LpJ $columnSection2;
element forceBeamColumn 56 5 6 $PDTransf HingeRadau $columnSection2 $LpI $columnSection2 $LpJ $columnSection2;
#Beams
element forceBeamColumn 25 2 5 $linearTransf HingeRadau $beamSection $LpI $beamSection $LpJ $beamSection;
element forceBeamColumn 36 3 6 $linearTransf HingeRadau $beamSection $LpI $beamSection $LpJ $beamSection;

#### DEFINE GRAVITY LOADS ####
set tsTag 1;
set patternTag 1;
set P -5.35;
set Wy -15.35;
#timeSeries Linear $tag <-factor $cFactor>
timeSeries Linear $tsTag;
#pattern Plain $patternTag $tsTag <-fact $cFactor> {
#load...
#eleLoad...
#sp...
#...
#}
pattern Plain $patternTag $tsTag {
load 2 0 $P 0;
load 3 0 $P 0;
load 5 0 $P 0;
load 6 0 $P 0;
#eleLoad -ele $eleTag1 <$eleTag2 ....> -type -beamUniform $Wy <$Wx>
eleLoad -ele 25 -type -beamUniform $Wy;
eleLoad -ele 36 -type -beamUniform $Wy;
};

#### DEFINE MODAL LOADS ####
set mass1 8.55; #tonf
#mass $nodeTag (ndf $massValues)
mass 2 [expr $mass1/2.0] 0 0;
mass 3 [expr $mass1/2.0] 0 0;
mass 5 [expr $mass1/2.0] 0 0;
mass 6 [expr $mass1/2.0] 0 0;

puts "Model is created"