I analyze a 2D frame, one bay one story, the original frame have 4 node (node 1 2 3 and 4) and 3 elements.
When I introduce node 5, element 4 (node 3 and node 5) and element 5 (node 5 and node 2), there are some error messages, but when I delete node 5 and directly connect element 4 (node 3 and node 2), there is no error message.
I don't understand what the error mean.
Can anyone help me?
WARNING BandGenLinLaplackSolver:solve<> -LAPACK routine returned 9
This is my script file.
# Bracing Frame
# SET UP ----------------------------------------------------------------------
wipe;
model BasicBuilder -ndm 2 -ndf 3;
set dataDir TEST
file mkdir $dataDir;
# define GEOMETRY -------------------------------------------------------------
set LCol 3.00; # column length m
set LBeam 4.05; # beam length m
# define section geometry
set HCol 0.45; # Column Depth m
set BCol 0.40; # Column Width m
set HBeam 0.6; # Beam Depth m
set BBeam 0.8; # Beam Width m
# nodal coordinates:
node 1 0 0; # node#, X, Y
node 2 $LBeam 0
node 3 0 $LCol
node 4 $LBeam $LCol
node 5 [expr $LBeam/2] [expr $LCol/2]
puts " "
puts "step 1 complete"
puts " "
# Single point constraints -- Boundary Conditions
fix 1 1 1 1; # node DX DY RZ
fix 2 1 1 1; # node DX DY RZ
fix 3 0 0 0
fix 4 0 0 0
fix 5 0 0 0
# Define ELEMENTS & SECTIONS -------------------------------------------------------------
set ColSecTag 1; # assign a tag number to the column section
set BeamSecTag 2; # assign a tag number to the beam section
set ColSecTagPM 3; # assign a tag number to the P-M column section
# define section geometry
set coverCol 0.05; # Column cover to reinforcing steel NA. unit m
set coverBeam 0.05;
set numBarsCol 4; # number of longitudinal-reinforcement bars in each side of column section.
set numBarsBeam 4; # number of longitudinal-reinforcement bars in each side of beam section.
set barAreaCol 3.8013e-4; # area of longitudinal-reinforcement bars of Column m^2
set barAreaBeam 6.6052e-4; # area of longitudinal-reinforcement bars of Beam m^2
# MATERIAL parameters -------------------------------------------------------------------
set IDconcU 1; # material ID tag -- unconfined cover concrete
set IDconcC 2; # material ID tag -- confined concrete
set IDCreinf 3; # material ID tag -- reinforcement of Column
set IDBreinf 4; # material ID tag -- reinforcement of Beam
set IDspring 5; # material ID tag -- zero length element
set IDShear 6; # material ID tag -- shear section properties
set IDLink 7; # material ID tag -- rigid link element
# Mechanical properties of concrete
# nominal concrete compressive strength at 28 days
set fc -27300.; # CONCRETE Compressive Strength, kN/m^2 (+Tension, -Compression)
set Ec 22800000.; # Concrete Elastic Modulus kN/m^2
# confined concrete
set fc1C $fc; # CONFINED concrete, maximum stress, no confining effect
set eps1C -0.002; # strain at maximum strength of confined concrete
set fc2C [expr 0.2*$fc1C]; # ultimate stress
set eps2C -0.012; # strain at ultimate stress
# unconfined concrete
set fc1U $fc; # UNCONFINED concrete, maximum stress, no confining effect
set eps1U -0.002; # strain at maximum strength of unconfined concrete
set fc2U [expr 0.1*$fc1U]; # ultimate stress
set eps2U -0.004; # strain at ultimate stress
# Mechanical properties of reinforcement
set CFy 498000; # Column STEEL yield stress kN/m^2
set CEs 188000000; # Column modulus of steel kN/m^2
set BFy 455000; # Beam STEEL yield stress kN/m^2
set BEs 209000000; # Beam modulus of steel kN/m^2
set Bs 0.01; # strain-hardening ratio
uniaxialMaterial Concrete01 $IDconcC $fc1C $eps1C $fc2C $eps2C; # core concrete properties
uniaxialMaterial Concrete01 $IDconcU $fc1U $eps1U $fc2U $eps2U; # cover concrete properties
uniaxialMaterial Steel01 $IDCreinf $CFy $CEs $Bs; # column reinforcement properties
uniaxialMaterial Steel01 $IDBreinf $BFy $BEs $Bs; # beam reinforcement properties
# Mechanical properties of shear section of column
set Shear1p 254.320; set Shear2p 139.876; set Shear3p 25.432;
set Strain1p 0.00039; set Strain2p 0.042120; set Strain3p 0.08202;
set Shear1n -$Shear1p; set Shear2n -$Shear2p; set Shear3n -$Shear3p;
set Strain1n -$Strain1p; set Strain2n -$Strain2p; set Strain3n -$Strain3p;
set ShearpinchX 1.; set ShearpinchY 1.; set Sheardamange1 0.; set Sheardamange2 0.; set Shearbeta 0.0
uniaxialMaterial Hysteretic $IDShear $Shear1p $Strain1p $Shear2p $Strain2p $Shear3p $Strain3p \
$Shear1n $Strain1n $Shear2n $Strain2n $Shear3n $Strain3n $ShearpinchX $ShearpinchY $Sheardamange1 $Sheardamange2 $Shearbeta
puts " "
puts "step 2 complete"
puts " "
#
# Mechanical properties of masonry
set P1 417.70;
set P2 556.93;
set P3 167.08;
set D1 0.0035;
set D2 0.0094;
set D3 0.0152;
set s1p [expr 1.*$P1]; set s2p [expr 1.*$P2]; set s3p [expr 1.*$P3];
set e1p $D1; set e2p $D2; set e3p $D3;
set s1n -$P1; set s2n -$P2; set s3n -$P3;
set e1n -$D1; set e2n -$D2; set e3n -$D3;
set pinchX 1.; set pinchY 1.; set damange1 0.; set damange2 0.; set beta 0.0
uniaxialMaterial Hysteretic $IDspring $s1p $e1p $s2p $e2p $s3p $e3p \
$s1n $e1n $s2n $e2n $s3n $e3n $pinchX $pinchY $damange1 $damange2 $beta
# Mechanical properties of elastic-rigid link element
uniaxialMaterial ENT $IDLink $Ec
# FIBER SECTION properties -------------------------------------------------------------
# RC section:
# Column fiber section Axial Force and Bending Moment
set ccoverY [expr $HCol/2.0];
set ccoverZ [expr $BCol/2.0];
set ccoreY [expr $ccoverY-$coverCol]
set ccoreZ [expr $ccoverZ-$coverCol]
set cnfY 20;
set cnfZ 20;
section Fiber $ColSecTagPM {; # Define the fiber section
patch quad $IDconcC $cnfZ $cnfY -$ccoreY $ccoreZ -$ccoreY -$ccoreZ $ccoreY -$ccoreZ $ccoreY $ccoreZ
patch quad $IDconcU 1 $cnfY -$ccoverY $ccoverZ -$ccoreY $ccoreZ $ccoreY $ccoreZ $ccoverY $ccoverZ
patch quad $IDconcU 1 $cnfY -$ccoreY -$ccoreZ -$ccoverY -$ccoverZ $ccoverY -$ccoverZ $ccoreY -$ccoreZ
patch quad $IDconcU $cnfZ 1 -$ccoverY $ccoverZ -$ccoverY -$ccoverZ -$ccoreY -$ccoreZ -$ccoreY $ccoreZ
patch quad $IDconcU $cnfZ 1 $ccoreY $ccoreZ $ccoreY -$ccoreZ $ccoverY -$ccoverZ $ccoverY $ccoverZ
layer straight $IDCreinf $numBarsCol $barAreaCol -$ccoreY $ccoreZ -$ccoreY -$ccoreZ;
layer straight $IDCreinf $numBarsCol $barAreaCol $ccoreY $ccoreZ $ccoreY -$ccoreZ;
layer straight $IDCreinf 2 $barAreaCol 0.073 $ccoreZ 0.073 -$ccoreZ
layer straight $IDCreinf 2 $barAreaCol -0.073 $ccoreZ -0.073 -$ccoreZ
}
# Combine Column Axial Force & Bending Moment + Shear Force
section Aggregator $ColSecTag $IDShear Vy -section $ColSecTagPM
# BEAM fiber section:
set bcoverY [expr $HBeam/2.0];
set bcoverZ [expr $BBeam/2.0];
set bcoreY [expr $bcoverY-$coverBeam]
set bcoreZ [expr $bcoverZ-$coverBeam]
set bnfY 20;
set bnfZ 20;
section Fiber $BeamSecTag {; # Define the fiber section
patch quad $IDconcC $bnfZ $bnfY -$bcoreY $bcoreZ -$bcoreY -$bcoreZ $bcoreY -$bcoreZ $bcoreY $bcoreZ
patch quad $IDconcU 1 $bnfY -$bcoverY $bcoverZ -$bcoreY $bcoreZ $bcoreY $bcoreZ $bcoverY $bcoverZ
patch quad $IDconcU 1 $bnfY -$bcoreY -$bcoreZ -$bcoverY -$bcoverZ $bcoverY -$bcoverZ $bcoreY -$bcoreZ
patch quad $IDconcU $bnfZ 1 -$bcoverY $bcoverZ -$bcoverY -$bcoverZ -$bcoreY -$bcoreZ -$bcoreY $bcoreZ
patch quad $IDconcU $bnfZ 1 $bcoreY $bcoreZ $bcoreY -$bcoreZ $bcoverY -$bcoverZ $bcoverY $bcoverZ
layer straight $IDBreinf $numBarsCol $barAreaBeam -$bcoreY $bcoreZ -$bcoreY -$bcoreZ;
layer straight $IDBreinf $numBarsCol $barAreaBeam $bcoreY $bcoreZ $bcoreY -$bcoreZ;
layer straight $IDBreinf 2 $barAreaBeam 0.0 $bcoreZ 0.0 -$bcoreZ
}
# define geometric transformation
set ColTransfTag 1;
set BeamTransfTag 2;
set ColTransfType Linear ;
geomTransf $ColTransfType $ColTransfTag ;
geomTransf Linear $BeamTransfTag ;
# element connectivity:
set numIntgrPts 3;
element nonlinearBeamColumn 1 1 3 $numIntgrPts $ColSecTag $ColTransfTag;
element nonlinearBeamColumn 2 2 4 $numIntgrPts $ColSecTag $ColTransfTag;
element nonlinearBeamColumn 3 3 4 $numIntgrPts $BeamSecTag $BeamTransfTag;
element truss 4 3 5 0.5 $IDLink; #element truss $eletag $iNode $jNode $A $matTag
element truss 5 5 2 0.5 $IDLink
#Define RECORDERS
recorder Node -file $dataDir/TEST-08-RBaseNode1.xls -node 1 -dof 1 reaction
recorder Node -file $dataDir/TEST-08-RBaseNode2.xls -node 2 -dof 1 reaction
recorder Drift -file $dataDir/TEST-08-DriftNode3.xls -iNode 1 -jNode 3 -dof 1 -perpDirn 2
puts " "
puts "step 3 complete"
puts " "
puts "Define Gravity Load"
# define GRAVITY LOAD
pattern Plain 1 Linear {
load 3 0. -720 0. 0. 0. 0.
load 4 0. -720 0. 0. 0. 0.
}
puts " "
puts "Start to analyze"
puts " "
set Tol 1.0e-5;
constraints Plain;
numberer Plain;
system BandGeneral;
test NormDispIncr $Tol 10;
algorithm NewtonLineSearch 0.5;
set NstepGravity 10;
set DGravity [expr 1./$NstepGravity];
integrator LoadControl $DGravity;
analysis Static;
analyze $NstepGravity;
loadConst -time 0.0
puts "Model Built"
puts " "
puts "complete gravity laod analysis "
What does it mean? Dr.Silvia
Moderators: silvia, selimgunay, Moderators
Thank you. Dr.Silvia for your answer.
I try to change the ENT material for truss element with Elastic material, but it still have the same problem.
error message
WARNING BandGenLinLaplackSolver:solve<> -LAPACK routine returned 9
WARNING NewtonLineSearch::solveCurrentStep<> -the LinearSysOfEqn failed in solve<>
This is my new script file.
# Bracing Frame
# SET UP ----------------------------------------------------------------------
wipe;
model BasicBuilder -ndm 2 -ndf 3;
set dataDir TEST
file mkdir $dataDir;
# define GEOMETRY -------------------------------------------------------------
set LCol 3.00; # column length m
set LBeam 4.05; # beam length m
# define section geometry
set HCol 0.45; # Column Depth m
set BCol 0.40; # Column Width m
set HBeam 0.6; # Beam Depth m
set BBeam 0.8; # Beam Width m
# nodal coordinates:
node 1 0 0; # node#, X, Y
node 2 $LBeam 0
node 3 0 $LCol
node 4 $LBeam $LCol
node 5 [expr $LBeam/2] [expr $LCol/2]
puts " "
puts "step 1 complete"
puts " "
# Single point constraints -- Boundary Conditions
fix 1 1 1 1; # node DX DY RZ
fix 2 1 1 1; # node DX DY RZ
fix 3 0 0 0
fix 4 0 0 0
#fix 5 0 0 0
# Define ELEMENTS & SECTIONS -------------------------------------------------------------
set ColSecTag 1; # assign a tag number to the column section
set BeamSecTag 2; # assign a tag number to the beam section
set ColSecTagPM 3; # assign a tag number to the P-M column section
# define section geometry
set coverCol 0.05; # Column cover to reinforcing steel NA. unit m
set coverBeam 0.05;
set numBarsCol 4; # number of longitudinal-reinforcement bars in each side of column section.
set numBarsBeam 4; # number of longitudinal-reinforcement bars in each side of beam section.
set barAreaCol 3.8013e-4; # area of longitudinal-reinforcement bars of Column m^2
set barAreaBeam 6.6052e-4; # area of longitudinal-reinforcement bars of Beam m^2
# MATERIAL parameters -------------------------------------------------------------------
set IDconcU 1; # material ID tag -- unconfined cover concrete
set IDconcC 2; # material ID tag -- confined concrete
set IDCreinf 3; # material ID tag -- reinforcement of Column
set IDBreinf 4; # material ID tag -- reinforcement of Beam
set IDspring 5; # material ID tag -- zero length element
set IDShear 6; # material ID tag -- shear section properties
set IDLink 7; # material ID tag -- rigid link element
# Mechanical properties of concrete
# nominal concrete compressive strength at 28 days
set fc -27300.; # CONCRETE Compressive Strength, kN/m^2 (+Tension, -Compression)
set Ec 22800000.; # Concrete Elastic Modulus kN/m^2
# confined concrete
set fc1C $fc; # CONFINED concrete, maximum stress, no confining effect
set eps1C -0.002; # strain at maximum strength of confined concrete
set fc2C [expr 0.2*$fc1C]; # ultimate stress
set eps2C -0.012; # strain at ultimate stress
# unconfined concrete
set fc1U $fc; # UNCONFINED concrete, maximum stress, no confining effect
set eps1U -0.002; # strain at maximum strength of unconfined concrete
set fc2U [expr 0.1*$fc1U]; # ultimate stress
set eps2U -0.004; # strain at ultimate stress
# Mechanical properties of reinforcement
set CFy 498000; # Column STEEL yield stress kN/m^2
set CEs 188000000; # Column modulus of steel kN/m^2
set BFy 455000; # Beam STEEL yield stress kN/m^2
set BEs 209000000; # Beam modulus of steel kN/m^2
set Bs 0.01; # strain-hardening ratio
uniaxialMaterial Concrete01 $IDconcC $fc1C $eps1C $fc2C $eps2C; # core concrete properties
uniaxialMaterial Concrete01 $IDconcU $fc1U $eps1U $fc2U $eps2U; # cover concrete properties
uniaxialMaterial Steel01 $IDCreinf $CFy $CEs $Bs; # column reinforcement properties
uniaxialMaterial Steel01 $IDBreinf $BFy $BEs $Bs; # beam reinforcement properties
# Mechanical properties of shear section of column
set Shear1p 254.320; set Shear2p 139.876; set Shear3p 25.432;
set Strain1p 0.00039; set Strain2p 0.042120; set Strain3p 0.08202;
set Shear1n -$Shear1p; set Shear2n -$Shear2p; set Shear3n -$Shear3p;
set Strain1n -$Strain1p; set Strain2n -$Strain2p; set Strain3n -$Strain3p;
set ShearpinchX 1.; set ShearpinchY 1.; set Sheardamange1 0.; set Sheardamange2 0.; set Shearbeta 0.0
uniaxialMaterial Hysteretic $IDShear $Shear1p $Strain1p $Shear2p $Strain2p $Shear3p $Strain3p \
$Shear1n $Strain1n $Shear2n $Strain2n $Shear3n $Strain3n $ShearpinchX $ShearpinchY $Sheardamange1 $Sheardamange2 $Shearbeta
puts " "
puts "step 2 complete"
puts " "
#
# Mechanical properties of masonry
set P1 417.70;
set P2 556.93;
set P3 167.08;
set D1 0.0035;
set D2 0.0094;
set D3 0.0152;
set s1p [expr 1.*$P1]; set s2p [expr 1.*$P2]; set s3p [expr 1.*$P3];
set e1p $D1; set e2p $D2; set e3p $D3;
set s1n -$P1; set s2n -$P2; set s3n -$P3;
set e1n -$D1; set e2n -$D2; set e3n -$D3;
set pinchX 1.; set pinchY 1.; set damange1 0.; set damange2 0.; set beta 0.0
uniaxialMaterial Hysteretic $IDspring $s1p $e1p $s2p $e2p $s3p $e3p \
$s1n $e1n $s2n $e2n $s3n $e3n $pinchX $pinchY $damange1 $damange2 $beta
# Mechanical properties of elastic-rigid link element
uniaxialMaterial Elastic $IDLink 22800000.;
# FIBER SECTION properties -------------------------------------------------------------
# RC section:
# Column fiber section Axial Force and Bending Moment
set ccoverY [expr $HCol/2.0];
set ccoverZ [expr $BCol/2.0];
set ccoreY [expr $ccoverY-$coverCol]
set ccoreZ [expr $ccoverZ-$coverCol]
set cnfY 20;
set cnfZ 20;
section Fiber $ColSecTagPM {; # Define the fiber section
patch quad $IDconcC $cnfZ $cnfY -$ccoreY $ccoreZ -$ccoreY -$ccoreZ $ccoreY -$ccoreZ $ccoreY $ccoreZ
patch quad $IDconcU 1 $cnfY -$ccoverY $ccoverZ -$ccoreY $ccoreZ $ccoreY $ccoreZ $ccoverY $ccoverZ
patch quad $IDconcU 1 $cnfY -$ccoreY -$ccoreZ -$ccoverY -$ccoverZ $ccoverY -$ccoverZ $ccoreY -$ccoreZ
patch quad $IDconcU $cnfZ 1 -$ccoverY $ccoverZ -$ccoverY -$ccoverZ -$ccoreY -$ccoreZ -$ccoreY $ccoreZ
patch quad $IDconcU $cnfZ 1 $ccoreY $ccoreZ $ccoreY -$ccoreZ $ccoverY -$ccoverZ $ccoverY $ccoverZ
layer straight $IDCreinf $numBarsCol $barAreaCol -$ccoreY $ccoreZ -$ccoreY -$ccoreZ;
layer straight $IDCreinf $numBarsCol $barAreaCol $ccoreY $ccoreZ $ccoreY -$ccoreZ;
layer straight $IDCreinf 2 $barAreaCol 0.073 $ccoreZ 0.073 -$ccoreZ
layer straight $IDCreinf 2 $barAreaCol -0.073 $ccoreZ -0.073 -$ccoreZ
}
# Combine Column Axial Force & Bending Moment + Shear Force
section Aggregator $ColSecTag $IDShear Vy -section $ColSecTagPM
# BEAM fiber section:
set bcoverY [expr $HBeam/2.0];
set bcoverZ [expr $BBeam/2.0];
set bcoreY [expr $bcoverY-$coverBeam]
set bcoreZ [expr $bcoverZ-$coverBeam]
set bnfY 20;
set bnfZ 20;
section Fiber $BeamSecTag {; # Define the fiber section
patch quad $IDconcC $bnfZ $bnfY -$bcoreY $bcoreZ -$bcoreY -$bcoreZ $bcoreY -$bcoreZ $bcoreY $bcoreZ
patch quad $IDconcU 1 $bnfY -$bcoverY $bcoverZ -$bcoreY $bcoreZ $bcoreY $bcoreZ $bcoverY $bcoverZ
patch quad $IDconcU 1 $bnfY -$bcoreY -$bcoreZ -$bcoverY -$bcoverZ $bcoverY -$bcoverZ $bcoreY -$bcoreZ
patch quad $IDconcU $bnfZ 1 -$bcoverY $bcoverZ -$bcoverY -$bcoverZ -$bcoreY -$bcoreZ -$bcoreY $bcoreZ
patch quad $IDconcU $bnfZ 1 $bcoreY $bcoreZ $bcoreY -$bcoreZ $bcoverY -$bcoverZ $bcoverY $bcoverZ
layer straight $IDBreinf $numBarsCol $barAreaBeam -$bcoreY $bcoreZ -$bcoreY -$bcoreZ;
layer straight $IDBreinf $numBarsCol $barAreaBeam $bcoreY $bcoreZ $bcoreY -$bcoreZ;
layer straight $IDBreinf 2 $barAreaBeam 0.0 $bcoreZ 0.0 -$bcoreZ
}
# define geometric transformation
set ColTransfTag 1;
set BeamTransfTag 2;
set ColTransfType Linear ;
geomTransf $ColTransfType $ColTransfTag ;
geomTransf Linear $BeamTransfTag ;
# element connectivity:
set numIntgrPts 3;
element nonlinearBeamColumn 1 1 3 $numIntgrPts $ColSecTag $ColTransfTag;
element nonlinearBeamColumn 2 2 4 $numIntgrPts $ColSecTag $ColTransfTag;
element nonlinearBeamColumn 3 3 4 $numIntgrPts $BeamSecTag $BeamTransfTag;
element truss 4 3 5 1.0 $IDLink
element truss 5 5 2 1.0 $IDLink
#Define RECORDERS
recorder Node -file $dataDir/TEST-08-RBaseNode1.xls -node 1 -dof 1 reaction
recorder Node -file $dataDir/TEST-08-RBaseNode2.xls -node 2 -dof 1 reaction
recorder Drift -file $dataDir/TEST-08-DriftNode3.xls -iNode 1 -jNode 3 -dof 1 -perpDirn 2
puts " "
puts "step 3 complete"
puts " "
puts "Define Gravity Load"
# define GRAVITY LOAD
pattern Plain 1 Linear {
load 3 0. -720 0. 0. 0. 0.
load 4 0. -720 0. 0. 0. 0.
}
puts " "
puts "Start to analyze"
puts " "
set Tol 1.0e-6;
constraints Plain;
numberer Plain;
system BandGeneral;
test NormDispIncr $Tol 10;
algorithm NewtonLineSearch 0.5;
set NstepGravity 10;
set DGravity [expr 1./$NstepGravity];
integrator LoadControl $DGravity;
analysis Static;
analyze $NstepGravity;
loadConst -time 0.0
puts "Model Built"
puts " "
puts "complete gravity laod analysis "
print node
print ele
I try to change the ENT material for truss element with Elastic material, but it still have the same problem.
error message
WARNING BandGenLinLaplackSolver:solve<> -LAPACK routine returned 9
WARNING NewtonLineSearch::solveCurrentStep<> -the LinearSysOfEqn failed in solve<>
This is my new script file.
# Bracing Frame
# SET UP ----------------------------------------------------------------------
wipe;
model BasicBuilder -ndm 2 -ndf 3;
set dataDir TEST
file mkdir $dataDir;
# define GEOMETRY -------------------------------------------------------------
set LCol 3.00; # column length m
set LBeam 4.05; # beam length m
# define section geometry
set HCol 0.45; # Column Depth m
set BCol 0.40; # Column Width m
set HBeam 0.6; # Beam Depth m
set BBeam 0.8; # Beam Width m
# nodal coordinates:
node 1 0 0; # node#, X, Y
node 2 $LBeam 0
node 3 0 $LCol
node 4 $LBeam $LCol
node 5 [expr $LBeam/2] [expr $LCol/2]
puts " "
puts "step 1 complete"
puts " "
# Single point constraints -- Boundary Conditions
fix 1 1 1 1; # node DX DY RZ
fix 2 1 1 1; # node DX DY RZ
fix 3 0 0 0
fix 4 0 0 0
#fix 5 0 0 0
# Define ELEMENTS & SECTIONS -------------------------------------------------------------
set ColSecTag 1; # assign a tag number to the column section
set BeamSecTag 2; # assign a tag number to the beam section
set ColSecTagPM 3; # assign a tag number to the P-M column section
# define section geometry
set coverCol 0.05; # Column cover to reinforcing steel NA. unit m
set coverBeam 0.05;
set numBarsCol 4; # number of longitudinal-reinforcement bars in each side of column section.
set numBarsBeam 4; # number of longitudinal-reinforcement bars in each side of beam section.
set barAreaCol 3.8013e-4; # area of longitudinal-reinforcement bars of Column m^2
set barAreaBeam 6.6052e-4; # area of longitudinal-reinforcement bars of Beam m^2
# MATERIAL parameters -------------------------------------------------------------------
set IDconcU 1; # material ID tag -- unconfined cover concrete
set IDconcC 2; # material ID tag -- confined concrete
set IDCreinf 3; # material ID tag -- reinforcement of Column
set IDBreinf 4; # material ID tag -- reinforcement of Beam
set IDspring 5; # material ID tag -- zero length element
set IDShear 6; # material ID tag -- shear section properties
set IDLink 7; # material ID tag -- rigid link element
# Mechanical properties of concrete
# nominal concrete compressive strength at 28 days
set fc -27300.; # CONCRETE Compressive Strength, kN/m^2 (+Tension, -Compression)
set Ec 22800000.; # Concrete Elastic Modulus kN/m^2
# confined concrete
set fc1C $fc; # CONFINED concrete, maximum stress, no confining effect
set eps1C -0.002; # strain at maximum strength of confined concrete
set fc2C [expr 0.2*$fc1C]; # ultimate stress
set eps2C -0.012; # strain at ultimate stress
# unconfined concrete
set fc1U $fc; # UNCONFINED concrete, maximum stress, no confining effect
set eps1U -0.002; # strain at maximum strength of unconfined concrete
set fc2U [expr 0.1*$fc1U]; # ultimate stress
set eps2U -0.004; # strain at ultimate stress
# Mechanical properties of reinforcement
set CFy 498000; # Column STEEL yield stress kN/m^2
set CEs 188000000; # Column modulus of steel kN/m^2
set BFy 455000; # Beam STEEL yield stress kN/m^2
set BEs 209000000; # Beam modulus of steel kN/m^2
set Bs 0.01; # strain-hardening ratio
uniaxialMaterial Concrete01 $IDconcC $fc1C $eps1C $fc2C $eps2C; # core concrete properties
uniaxialMaterial Concrete01 $IDconcU $fc1U $eps1U $fc2U $eps2U; # cover concrete properties
uniaxialMaterial Steel01 $IDCreinf $CFy $CEs $Bs; # column reinforcement properties
uniaxialMaterial Steel01 $IDBreinf $BFy $BEs $Bs; # beam reinforcement properties
# Mechanical properties of shear section of column
set Shear1p 254.320; set Shear2p 139.876; set Shear3p 25.432;
set Strain1p 0.00039; set Strain2p 0.042120; set Strain3p 0.08202;
set Shear1n -$Shear1p; set Shear2n -$Shear2p; set Shear3n -$Shear3p;
set Strain1n -$Strain1p; set Strain2n -$Strain2p; set Strain3n -$Strain3p;
set ShearpinchX 1.; set ShearpinchY 1.; set Sheardamange1 0.; set Sheardamange2 0.; set Shearbeta 0.0
uniaxialMaterial Hysteretic $IDShear $Shear1p $Strain1p $Shear2p $Strain2p $Shear3p $Strain3p \
$Shear1n $Strain1n $Shear2n $Strain2n $Shear3n $Strain3n $ShearpinchX $ShearpinchY $Sheardamange1 $Sheardamange2 $Shearbeta
puts " "
puts "step 2 complete"
puts " "
#
# Mechanical properties of masonry
set P1 417.70;
set P2 556.93;
set P3 167.08;
set D1 0.0035;
set D2 0.0094;
set D3 0.0152;
set s1p [expr 1.*$P1]; set s2p [expr 1.*$P2]; set s3p [expr 1.*$P3];
set e1p $D1; set e2p $D2; set e3p $D3;
set s1n -$P1; set s2n -$P2; set s3n -$P3;
set e1n -$D1; set e2n -$D2; set e3n -$D3;
set pinchX 1.; set pinchY 1.; set damange1 0.; set damange2 0.; set beta 0.0
uniaxialMaterial Hysteretic $IDspring $s1p $e1p $s2p $e2p $s3p $e3p \
$s1n $e1n $s2n $e2n $s3n $e3n $pinchX $pinchY $damange1 $damange2 $beta
# Mechanical properties of elastic-rigid link element
uniaxialMaterial Elastic $IDLink 22800000.;
# FIBER SECTION properties -------------------------------------------------------------
# RC section:
# Column fiber section Axial Force and Bending Moment
set ccoverY [expr $HCol/2.0];
set ccoverZ [expr $BCol/2.0];
set ccoreY [expr $ccoverY-$coverCol]
set ccoreZ [expr $ccoverZ-$coverCol]
set cnfY 20;
set cnfZ 20;
section Fiber $ColSecTagPM {; # Define the fiber section
patch quad $IDconcC $cnfZ $cnfY -$ccoreY $ccoreZ -$ccoreY -$ccoreZ $ccoreY -$ccoreZ $ccoreY $ccoreZ
patch quad $IDconcU 1 $cnfY -$ccoverY $ccoverZ -$ccoreY $ccoreZ $ccoreY $ccoreZ $ccoverY $ccoverZ
patch quad $IDconcU 1 $cnfY -$ccoreY -$ccoreZ -$ccoverY -$ccoverZ $ccoverY -$ccoverZ $ccoreY -$ccoreZ
patch quad $IDconcU $cnfZ 1 -$ccoverY $ccoverZ -$ccoverY -$ccoverZ -$ccoreY -$ccoreZ -$ccoreY $ccoreZ
patch quad $IDconcU $cnfZ 1 $ccoreY $ccoreZ $ccoreY -$ccoreZ $ccoverY -$ccoverZ $ccoverY $ccoverZ
layer straight $IDCreinf $numBarsCol $barAreaCol -$ccoreY $ccoreZ -$ccoreY -$ccoreZ;
layer straight $IDCreinf $numBarsCol $barAreaCol $ccoreY $ccoreZ $ccoreY -$ccoreZ;
layer straight $IDCreinf 2 $barAreaCol 0.073 $ccoreZ 0.073 -$ccoreZ
layer straight $IDCreinf 2 $barAreaCol -0.073 $ccoreZ -0.073 -$ccoreZ
}
# Combine Column Axial Force & Bending Moment + Shear Force
section Aggregator $ColSecTag $IDShear Vy -section $ColSecTagPM
# BEAM fiber section:
set bcoverY [expr $HBeam/2.0];
set bcoverZ [expr $BBeam/2.0];
set bcoreY [expr $bcoverY-$coverBeam]
set bcoreZ [expr $bcoverZ-$coverBeam]
set bnfY 20;
set bnfZ 20;
section Fiber $BeamSecTag {; # Define the fiber section
patch quad $IDconcC $bnfZ $bnfY -$bcoreY $bcoreZ -$bcoreY -$bcoreZ $bcoreY -$bcoreZ $bcoreY $bcoreZ
patch quad $IDconcU 1 $bnfY -$bcoverY $bcoverZ -$bcoreY $bcoreZ $bcoreY $bcoreZ $bcoverY $bcoverZ
patch quad $IDconcU 1 $bnfY -$bcoreY -$bcoreZ -$bcoverY -$bcoverZ $bcoverY -$bcoverZ $bcoreY -$bcoreZ
patch quad $IDconcU $bnfZ 1 -$bcoverY $bcoverZ -$bcoverY -$bcoverZ -$bcoreY -$bcoreZ -$bcoreY $bcoreZ
patch quad $IDconcU $bnfZ 1 $bcoreY $bcoreZ $bcoreY -$bcoreZ $bcoverY -$bcoverZ $bcoverY $bcoverZ
layer straight $IDBreinf $numBarsCol $barAreaBeam -$bcoreY $bcoreZ -$bcoreY -$bcoreZ;
layer straight $IDBreinf $numBarsCol $barAreaBeam $bcoreY $bcoreZ $bcoreY -$bcoreZ;
layer straight $IDBreinf 2 $barAreaBeam 0.0 $bcoreZ 0.0 -$bcoreZ
}
# define geometric transformation
set ColTransfTag 1;
set BeamTransfTag 2;
set ColTransfType Linear ;
geomTransf $ColTransfType $ColTransfTag ;
geomTransf Linear $BeamTransfTag ;
# element connectivity:
set numIntgrPts 3;
element nonlinearBeamColumn 1 1 3 $numIntgrPts $ColSecTag $ColTransfTag;
element nonlinearBeamColumn 2 2 4 $numIntgrPts $ColSecTag $ColTransfTag;
element nonlinearBeamColumn 3 3 4 $numIntgrPts $BeamSecTag $BeamTransfTag;
element truss 4 3 5 1.0 $IDLink
element truss 5 5 2 1.0 $IDLink
#Define RECORDERS
recorder Node -file $dataDir/TEST-08-RBaseNode1.xls -node 1 -dof 1 reaction
recorder Node -file $dataDir/TEST-08-RBaseNode2.xls -node 2 -dof 1 reaction
recorder Drift -file $dataDir/TEST-08-DriftNode3.xls -iNode 1 -jNode 3 -dof 1 -perpDirn 2
puts " "
puts "step 3 complete"
puts " "
puts "Define Gravity Load"
# define GRAVITY LOAD
pattern Plain 1 Linear {
load 3 0. -720 0. 0. 0. 0.
load 4 0. -720 0. 0. 0. 0.
}
puts " "
puts "Start to analyze"
puts " "
set Tol 1.0e-6;
constraints Plain;
numberer Plain;
system BandGeneral;
test NormDispIncr $Tol 10;
algorithm NewtonLineSearch 0.5;
set NstepGravity 10;
set DGravity [expr 1./$NstepGravity];
integrator LoadControl $DGravity;
analysis Static;
analyze $NstepGravity;
loadConst -time 0.0
puts "Model Built"
puts " "
puts "complete gravity laod analysis "
print node
print ele
test your script in more detail, it looks like your system is not fully constrained.
i bet if you put in the eigen command it will complain.
okey. i just ran your model, and yes, you need more constraints. you need to constrain the rotation at node 5:
fix 5 0 0 1
and then you go!
i bet if you put in the eigen command it will complain.
okey. i just ran your model, and yes, you need more constraints. you need to constrain the rotation at node 5:
fix 5 0 0 1
and then you go!
Silvia Mazzoni, PhD
Structural Consultant
Degenkolb Engineers
235 Montgomery Street, Suite 500
San Francisco, CA. 94104
Structural Consultant
Degenkolb Engineers
235 Montgomery Street, Suite 500
San Francisco, CA. 94104