Hi Dear Silvia,
When I use sp command rather than loading in pushover analysis,after applying gravity load,I have convergence problems,but when I delete gravity load it become works.What should I do?Should I change any parameter in gravity load???Change any test???
SP Command problem
Moderators: silvia, selimgunay, Moderators
-
arash1985us
- Posts: 17
- Joined: Wed Feb 25, 2009 7:48 am
-
arash1985us
- Posts: 17
- Joined: Wed Feb 25, 2009 7:48 am
Dear fmk,
I am proud that a knowledgeable doctor like you reply me soon.
I tried smaller steps and also modifiedNewton test,but still the problem remains.
These are warnings:
Starting OpenSees..
WARNING: CTestNormDispIncr::test() - failed to converge
after: 20 iterations
ModifiedNewton::solveCurrentStep() -the ConvergenceTest object failed in test()
StaticAnalysis::analyze() - the Algorithm failed at iteration: 0 with domain at
load factor 0.1
OpenSees > analyze failed, returned: -3 error flag
********************************************
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces &
deformations for element: 14(dW: << 7.29202e-008)
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces &
deformations for element: 123(dW: << 7.72158e-007)
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces &
deformations for element: 133(dW: << 3.22846e-008)
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces &
deformations for element: 143(dW: << 3.8863e-008)
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces &
deformations for element: 153(dW: << 4.75803e-009)
Domain::update - domain failed in update
DisplacementControl::update - model failed to update for new dU
WARNING ModifiedNewton::solveCurrentStep() -the Integrator failed in update()
StaticAnalysis::analyze() - the Algorithm failed at iteration: 0 with domain at
load factor -5.07981e+014
OpenSees > analyze failed, returned: -3 error flag
********************************************
Is it possible for you to take a quick look at my script?If it is possible please let me know to post it here?
Thank you so much dear fmk
I am proud that a knowledgeable doctor like you reply me soon.
I tried smaller steps and also modifiedNewton test,but still the problem remains.
These are warnings:
Starting OpenSees..
WARNING: CTestNormDispIncr::test() - failed to converge
after: 20 iterations
ModifiedNewton::solveCurrentStep() -the ConvergenceTest object failed in test()
StaticAnalysis::analyze() - the Algorithm failed at iteration: 0 with domain at
load factor 0.1
OpenSees > analyze failed, returned: -3 error flag
********************************************
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces &
deformations for element: 14(dW: << 7.29202e-008)
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces &
deformations for element: 123(dW: << 7.72158e-007)
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces &
deformations for element: 133(dW: << 3.22846e-008)
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces &
deformations for element: 143(dW: << 3.8863e-008)
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces &
deformations for element: 153(dW: << 4.75803e-009)
Domain::update - domain failed in update
DisplacementControl::update - model failed to update for new dU
WARNING ModifiedNewton::solveCurrentStep() -the Integrator failed in update()
StaticAnalysis::analyze() - the Algorithm failed at iteration: 0 with domain at
load factor -5.07981e+014
OpenSees > analyze failed, returned: -3 error flag
********************************************
Is it possible for you to take a quick look at my script?If it is possible please let me know to post it here?
Thank you so much dear fmk
-
arash1985us
- Posts: 17
- Joined: Wed Feb 25, 2009 7:48 am
# Units: ton, m
#5 story-3 bay building
model BasicBuilder -ndm 2 -ndf 3
set b 18.0; #frame length
set h 3; #Model height
set m1 2.059633028; #((3.3+0.2*1.2)*18)/(9.81*4))+(Story Weight1,2/(9.81*4)) for each node #External (DL+LL) + Story Distributed Dead Load)
set m2 1.978695209; #((3.3+0.2*1.2)*18)/(9.81*4))+(Story Weight3,4/(9.81*4)) for each node #External (DL+LL) + Story Distributed Dead Load)
set m3 1.840749235; #((3.3+0.2*1.2)*18)/(9.81*4))+(Story Weight 5 /(9.81*4)) for each node #External (DL+LL) + Story Distributed Dead Load)
set SSDL1 0.4357798165; #Self Story Dead Load (1,2)
set SSDL2 0.3548419980; #Self Story Dead Load (3,4)
set SSDL3 0.2168960245; #Self Story Dead Load (5)
# tag X Y
node 1 [expr -$b/2] 0
node 2 [expr -$b/6] 0
node 3 [expr $b/6] 0
node 4 [expr $b/2] 0
node 5 [expr -$b/2] $h
node 6 [expr -$b/6] $h
node 7 [expr $b/6] $h
node 8 [expr $b/2] $h
node 9 [expr -$b/2] [expr 2*$h]
node 10 [expr -$b/6] [expr 2*$h]
node 11 [expr $b/6] [expr 2*$h]
node 12 [expr $b/2] [expr 2*$h]
node 13 [expr -$b/2] [expr 3*$h]
node 14 [expr -$b/6] [expr 3*$h]
node 15 [expr $b/6] [expr 3*$h]
node 16 [expr $b/2] [expr 3*$h]
node 17 [expr -$b/2] [expr 4*$h]
node 18 [expr -$b/6] [expr 4*$h]
node 19 [expr $b/6] [expr 4*$h]
node 20 [expr $b/2] [expr 4*$h]
node 21 [expr -$b/2] [expr 5*$h]
node 22 [expr -$b/6] [expr 5*$h]
node 23 [expr $b/6] [expr 5*$h]
node 24 [expr $b/2] [expr 5*$h]
# node DX DY RZ
fix 1 1 1 1
fix 2 1 1 1
fix 3 1 1 1
fix 4 1 1 1
#Defining material
# MATERIAL properties -------------------------------------------------------------
# elastic-Material properties
set fc -2800; # CONCRETE Compressive Strength (+Tension, -Compression)
set Ec 2390000; # Concrete Elastic Modulus
set Es 20389019; # modulus of steel
# confined concrete
set Ec 2390000; # Concrete Elastic Modulus
set fc1C [expr 1.26394*$fc]; # CONFINED concrete (mander model), maximum stress
set eps1C [expr 2.*$fc1C/$Ec]; # strain at maximum stress
set fc2C $fc; # ultimate stress
set eps2C [expr 5*$eps1C]; # strain at ultimate stress
# unconfined concrete
set fc1U $fc; # UNCONFINED concrete (todeschini parabolic model), maximum stress
set eps1U -0.003; # strain at maximum stress
set fc2U [expr 0.1*$fc]; # ultimate stress
set eps2U -0.006; # strain at ultimate stress
# concrete02 material properties:
set lambda 0.1 ; # ratio between unloading slope at $epscu and initial slope
set ftC [expr -$fc1C/10.]; # tensile strength +tension
set ftU [expr -$fc1U/10.]; # tensile strength +tension
set Ets [expr $Ec/10.]; # tension softening stiffness
# reinforcing steel
set Fy 49214.87; # STEEL yield stress
set Es 20389019; # modulus of steel
set epsY [expr $Fy/$Es]; # steel yield strain
set Fy1 66791.61; # steel stress post-yield
set epsY1 0.03; # steel strain post-yield
set Fu 78743.792; # ultimate stress of steel
set epsU 0.08; # ultimate strain of steel
set Bs [expr ($Fy1-$Fy)/($epsY1-$epsY)/$Es]; # post-yield stiffness ratio of steel
set R0 10; # Steel02 -- control the transition from elastic to plastic branches
set cR1 0.925; # Steel02 -- control the transition from elastic to plastic branches
set cR2 0.15; # Steel02 -- control the transition from elastic to plastic branches
set a2 0.1; # Steel02 -- isotropic hardening parameter, associated with a1
set a1 [expr $a2*($Fy/$Es)]; # Steel02 -- isotropic hardening parameter, increase of compression yield envelope as proportion of yield strength after a plastic strain of $a2*($Fy/E0).
set a4 0.1; # Steel02 -- isotropic hardening parameter, associated with a3
set a3 [expr $a4*($Fy/$Es)]; # Steel02 -- isotropic hardening parameter, increase of tension yield envelope as proportion of yield strength after a plastic strain of $a4*($Fy/E0)
# associate tags to library of materials
set IDSteel 1; # material ID tag
set IDconcCore 2;
set IDconcCover 3;
# set up library of materials
uniaxialMaterial Concrete02 $IDconcCore $fc1C $eps1C $fc2C $eps2C $lambda $ftC $Ets; # Core concrete (confined)
uniaxialMaterial Concrete02 $IDconcCover $fc1U $eps1U $fc2U $eps2U $lambda $ftU $Ets; # Cover concrete (unconfined)
uniaxialMaterial Steel02 $IDSteel $Fy $Es $Bs $R0 $cR1 $cR2 $a1 $a2 $a3 $a4
#COL 1(1-Floor and 2-Floor)
set HCol 0.5
set BCol 0.5
set cover [expr 0.05]; # rectangular-RC-Column cover
set numBarsTopCol 5; # number of longitudinal-reinforcement bars on top layer
set numBarsBotCol 5; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntCol 4; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopCol [expr 0.00038]; # longitudinal-reinforcement bar area
set barAreaBotCol [expr 0.00038]; # longitudinal-reinforcement bar area
set barAreaIntCol [expr 0.00038]; # longitudinal-reinforcement bar area
set nfCoreY 20; # number of fibers in the core patch in the y direction
set nfCoreZ 20; # number of fibers in the core patch in the z direction
set nfCoverY 20; # number of fibers in the cover patches with long sides in the y direction
set nfCoverZ 20; # number of fibers in the cover patches with long sides in the z direction
source BuildRCrectSection.tcl
BuildRCrectSection 6 $HCol $BCol $cover $cover $IDconcCore $IDconcCover $IDSteel $numBarsTopCol $barAreaTopCol $numBarsBotCol $barAreaBotCol $numBarsIntCol $barAreaIntCol $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
#COL 2(3-Floor and 4-Floor)
set HCol 0.45
set BCol 0.45
set cover [expr 0.05]; # rectangular-RC-Column cover
set numBarsTopCol 4; # number of longitudinal-reinforcement bars on top layer
set numBarsBotCol 4; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntCol 4; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopCol [expr 0.00038]; # longitudinal-reinforcement bar area
set barAreaBotCol [expr 0.00038]; # longitudinal-reinforcement bar area
set barAreaIntCol [expr 0.00038]; # longitudinal-reinforcement bar area
set nfCoreY 20; # number of fibers in the core patch in the y direction
set nfCoreZ 20; # number of fibers in the core patch in the z direction
set nfCoverY 20; # number of fibers in the cover patches with long sides in the y direction
set nfCoverZ 20; # number of fibers in the cover patches with long sides in the z direction
source BuildRCrectSection.tcl
BuildRCrectSection 7 $HCol $BCol $cover $cover $IDconcCore $IDconcCover $IDSteel $numBarsTopCol $barAreaTopCol $numBarsBotCol $barAreaBotCol $numBarsIntCol $barAreaIntCol $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
#COL 3(5-Floor)
set HCol 0.35
set BCol 0.35
set cover [expr 0.05]; # rectangular-RC-Column cover
set numBarsTopCol 3; # number of longitudinal-reinforcement bars on top layer
set numBarsBotCol 3; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntCol 2; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopCol [expr 0.00038]; # longitudinal-reinforcement bar area
set barAreaBotCol [expr 0.00038]; # longitudinal-reinforcement bar area
set barAreaIntCol [expr 0.00038]; # longitudinal-reinforcement bar area
set nfCoreY 20; # number of fibers in the core patch in the y direction
set nfCoreZ 20; # number of fibers in the core patch in the z direction
set nfCoverY 20; # number of fibers in the cover patches with long sides in the y direction
set nfCoverZ 20; # number of fibers in the cover patches with long sides in the z direction
source BuildRCrectSection.tcl
BuildRCrectSection 8 $HCol $BCol $cover $cover $IDconcCore $IDconcCover $IDSteel $numBarsTopCol $barAreaTopCol $numBarsBotCol $barAreaBotCol $numBarsIntCol $barAreaIntCol $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
#----------------------------------------------------------------------------------------------------------------------
#BEAM 1(Floor-1 and Floor-2)
set HBeam 0.5
set BBeam 0.5
set cover [expr 0.05]; # rectangular-RC-Column cover
set numBarsTopBeam 6; # number of longitudinal-reinforcement bars on top layer
set numBarsBotBeam 3; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntBeam 0; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopBeam [expr 0.00038]; # longitudinal-reinforcement bar area
set barAreaBotBeam [expr 0.00038]; # longitudinal-reinforcement bar area
set barAreaIntBeam [expr 0.00038]; # longitudinal-reinforcement bar area
set nfCoreY 20; # number of fibers in the core patch in the y direction
set nfCoreZ 20; # number of fibers in the core patch in the z direction
set nfCoverY 20; # number of fibers in the cover patches with long sides in the y direction
set nfCoverZ 20; # number of fibers in the cover patches with long sides in the z direction
source BuildRCrectSection.tcl
BuildRCrectSection 16 $HBeam $BBeam $cover $cover $IDconcCore $IDconcCover $IDSteel $numBarsTopBeam $barAreaTopBeam $numBarsBotBeam $barAreaBotBeam $numBarsIntBeam $barAreaIntBeam $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
#BEAM 2(Floor-3 and Floor-4)
set HBeam 0.45
set BBeam 0.45
set cover [expr 0.05]; # rectangular-RC-Column cover
set numBarsTopBeam 6; # number of longitudinal-reinforcement bars on top layer
set numBarsBotBeam 3; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntBeam 0; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopBeam [expr 0.00038]; # longitudinal-reinforcement bar area
set barAreaBotBeam [expr 0.00038]; # longitudinal-reinforcement bar area
set barAreaIntBeam [expr 0.00038]; # longitudinal-reinforcement bar area
set nfCoreY 20; # number of fibers in the core patch in the y direction
set nfCoreZ 20; # number of fibers in the core patch in the z direction
set nfCoverY 20; # number of fibers in the cover patches with long sides in the y direction
set nfCoverZ 20; # number of fibers in the cover patches with long sides in the z direction
source BuildRCrectSection.tcl
BuildRCrectSection 17 $HBeam $BBeam $cover $cover $IDconcCore $IDconcCover $IDSteel $numBarsTopBeam $barAreaTopBeam $numBarsBotBeam $barAreaBotBeam $numBarsIntBeam $barAreaIntBeam $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
#BEAM 3(Floor-5)
set HBeam 0.35
set BBeam 0.35
set cover [expr 0.05]; # rectangular-RC-Column cover
set numBarsTopBeam 6; # number of longitudinal-reinforcement bars on top layer
set numBarsBotBeam 4; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntBeam 0; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopBeam [expr 0.00038]; # longitudinal-reinforcement bar area
set barAreaBotBeam [expr 0.00038]; # longitudinal-reinforcement bar area
set barAreaIntBeam [expr 0.00038]; # longitudinal-reinforcement bar area
set nfCoreY 20; # number of fibers in the core patch in the y direction
set nfCoreZ 20; # number of fibers in the core patch in the z direction
set nfCoverY 20; # number of fibers in the cover patches with long sides in the y direction
set nfCoverZ 20; # number of fibers in the cover patches with long sides in the z direction
source BuildRCrectSection.tcl
BuildRCrectSection 18 $HBeam $BBeam $cover $cover $IDconcCore $IDconcCover $IDSteel $numBarsTopBeam $barAreaTopBeam $numBarsBotBeam $barAreaBotBeam $numBarsIntBeam $barAreaIntBeam $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
#------------------------------------------------------------------------------
# geometric transform BE CAREFUL!!!!
geomTransf PDelta 1
geomTransf Linear 2
#column element assignment
set npc 5
#element nonlinearBeamColumn $eleTag $iNode $jNode $numIntgrPts $secTag $transfTag <-mass $massDens> <-iter $maxIters $tol>
element nonlinearBeamColumn 11 1 5 $npc 6 1 -iter 10 1.0e-1
element nonlinearBeamColumn 12 2 6 $npc 6 1 -iter 10 1.0e-1
element nonlinearBeamColumn 13 3 7 $npc 6 1 -iter 10 1.0e-1
element nonlinearBeamColumn 14 4 8 $npc 6 1
element nonlinearBeamColumn 21 5 9 $npc 6 1 -iter 10 1.0e-1
element nonlinearBeamColumn 22 6 10 $npc 6 1 -iter 10 1.0e-1
element nonlinearBeamColumn 23 7 11 $npc 6 1 -iter 10 1.0e-1
element nonlinearBeamColumn 24 8 12 $npc 6 1
element nonlinearBeamColumn 31 9 13 $npc 7 1 -iter 10 1.0e-1
element nonlinearBeamColumn 32 10 14 $npc 7 1 -iter 10 1.0e-1
element nonlinearBeamColumn 33 11 15 $npc 7 1 -iter 10 1.0e-1
element nonlinearBeamColumn 34 12 16 $npc 7 1
element nonlinearBeamColumn 41 13 17 $npc 7 1 -iter 10 1.0e-1
element nonlinearBeamColumn 42 14 18 $npc 7 1 -iter 10 1.0e-1
element nonlinearBeamColumn 43 15 19 $npc 7 1 -iter 10 1.0e-1
element nonlinearBeamColumn 44 16 20 $npc 7 1
element nonlinearBeamColumn 51 17 21 $npc 8 1 -iter 10 1.0e-1
element nonlinearBeamColumn 52 18 22 $npc 8 1 -iter 10 1.0e-1
element nonlinearBeamColumn 53 19 23 $npc 8 1 -iter 10 1.0e-1
element nonlinearBeamColumn 54 20 24 $npc 8 1
# beam element assignment
set npb 5
element nonlinearBeamColumn 111 5 6 $npb 16 2 -iter 10 1.0e-1
element nonlinearBeamColumn 112 6 7 $npb 16 2 -iter 10 1.0e-1
element nonlinearBeamColumn 113 7 8 $npb 16 2 -iter 10 1.0e-1
element nonlinearBeamColumn 121 9 10 $npb 16 2 -iter 10 1.0e-1
element nonlinearBeamColumn 122 10 11 $npb 16 2 -iter 10 1.0e-1
element nonlinearBeamColumn 123 11 12 $npb 16 2
element nonlinearBeamColumn 131 13 14 $npb 17 2 -iter 10 1.0e-1
element nonlinearBeamColumn 132 14 15 $npb 17 2 -iter 10 1.0e-1
element nonlinearBeamColumn 133 15 16 $npb 17 2
element nonlinearBeamColumn 141 17 18 $npb 17 2 -iter 10 1.0e-1
element nonlinearBeamColumn 142 18 19 $npb 17 2 -iter 10 1.0e-1
element nonlinearBeamColumn 143 19 20 $npb 17 2
element nonlinearBeamColumn 151 21 22 $npb 18 2 -iter 10 1.0e-1
element nonlinearBeamColumn 152 22 23 $npb 18 2 -iter 10 1.0e-1
element nonlinearBeamColumn 153 23 24 $npb 18 2
mass 5 $m1 0 0
mass 6 $m1 0 0
mass 7 $m1 0 0
mass 8 $m1 0 0
mass 9 $m1 0 0
mass 10 $m1 0 0
mass 11 $m1 0 0
mass 12 $m1 0 0
mass 13 $m2 0 0
mass 14 $m2 0 0
mass 15 $m2 0 0
mass 16 $m2 0 0
mass 17 $m2 0 0
mass 18 $m2 0 0
mass 19 $m2 0 0
mass 20 $m2 0 0
mass 21 $m3 0 0
mass 22 $m3 0 0
mass 23 $m3 0 0
mass 24 $m3 0 0
# gravity loads
#################################################################################################
# Load Application
# The following are the dead loads applied to each node.
set g -9.81; # Gravity Load Calculation
pattern Plain 1 "Linear" {
# node RX RY MZ
# 1-Floor:
load 5 0.0 [expr $SSDL1*$g] 0.0;
load 6 0.0 [expr $SSDL1*$g] 0.0;
load 7 0.0 [expr $SSDL1*$g] 0.0;
load 8 0.0 [expr $SSDL1*$g] 0.0;
# 2-Floor:
load 9 0.0 [expr $SSDL1*$g] 0.0;
load 10 0.0 [expr $SSDL1*$g] 0.0;
load 11 0.0 [expr $SSDL1*$g] 0.0;
load 12 0.0 [expr $SSDL1*$g] 0.0;
# 3-Floor:
load 13 0.0 [expr $SSDL2*$g] 0.0;
load 14 0.0 [expr $SSDL2*$g] 0.0;
load 15 0.0 [expr $SSDL2*$g] 0.0;
load 16 0.0 [expr $SSDL2*$g] 0.0;
# 4-Floor:
load 17 0.0 [expr $SSDL2*$g] 0.0;
load 18 0.0 [expr $SSDL2*$g] 0.0;
load 19 0.0 [expr $SSDL2*$g] 0.0;
load 20 0.0 [expr $SSDL2*$g] 0.0;
# 5-Floor:
load 21 0.0 [expr $SSDL3*$g] 0.0;
load 22 0.0 [expr $SSDL3*$g] 0.0;
load 23 0.0 [expr $SSDL3*$g] 0.0;
load 24 0.0 [expr $SSDL3*$g] 0.0;
#Element Load(External DL+LL)
eleLoad -ele 111 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 112 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 113 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 121 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 122 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 123 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 131 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 132 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 133 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 141 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 142 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 143 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 151 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 152 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 153 -type -beamUniform -3.54; # BEAMS
}
constraints Transformation
numberer RCM
system BandGeneral
#system BandSPD
test NormDispIncr 1.0e-6 20
algorithm Newton
#algorithm ModifiedNewton
#algorithm Linear
integrator LoadControl 0.1
analysis Static
analyze 10
loadConst -time 0.0
# Lateral load
sp 8 1 0.014798
sp 12 1 0.040757
sp 16 1 0.069632
sp 20 1 0.098088
sp 24 1 0.123282
set du 0.0005
set maxu .123282
set numstep [expr int($maxu/$du)]
set pi 3.141592654 ;
set N 3 ;
set Landa [eigen $N] ;
for {set i 1} {$i <= $N} {incr i 1} { ;
set T [expr 2*$pi/pow([lindex $Landa [expr $i-1]],0.5)] ;
puts "********************************************" ;
puts "T(sec)=" ;
puts "$T" ;
puts " "
}
#
# integrator LoadControl 0.1
integrator DisplacementControl 24 1 $du
system SparseGeneral -piv
test EnergyIncr 1.0e-8 4000 0
numberer RCM
constraints Lagrange 1 1
algorithm Newton
analysis Static
recorder Node -file RBase.out -time -nodeRange 1 4 -dof 1 reaction; # support reaction
recorder Drift -file DrNode.out -time -iNode 4 8 12 16 20 -jNode 8 12 16 20 24 -dof 1 -perpDirn 2; # lateral drift
recorder Element -file Element1.out -time -ele 11 12 13 14 localForce;
recorder Element -file Element2.out -time -ele 21 22 23 24 localForce;
recorder Element -file Element3.out -time -ele 31 32 33 34 localForce;
recorder Element -file Element4.out -time -ele 41 42 43 44 localForce;
recorder Element -file Element5.out -time -ele 51 52 53 54 localForce;
#Display
recorder display animation 10 10 600 600 -file 1
prp 0 10 10
vup 0 1 0
fill 4
display 1 5 7
# a window to plot the nodal displacements versus load for node 24
recorder plot frame5.out Node_24_Ydisp 600 340 300 300 -columns 2 1
analyze $numstep
************************************************************8
source BuildRCrectSection is:
proc BuildRCrectSection {id HSec BSec coverH coverB coreID coverID steelID numBarsTop barAreaTop numBarsBot barAreaBot numBarsIntTot barAreaInt nfCoreY nfCoreZ nfCoverY nfCoverZ} {
################################################
# BuildRCrectSection $id $HSec $BSec $coverH $coverB $coreID $coverID $steelID $numBarsTop $barAreaTop $numBarsBot $barAreaBot $numBarsIntTot $barAreaInt $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
################################################
# Build fiber rectangular RC section, 1 steel layer top, 1 bot, 1 skin, confined core
# Define a procedure which generates a rectangular reinforced concrete section
# with one layer of steel at the top & bottom, skin reinforcement and a
# confined core.
# by: Silvia Mazzoni, 2006
# adapted from Michael H. Scott, 2003
#
# Formal arguments
# id - tag for the section that is generated by this procedure
# HSec - depth of section, along local-y axis
# BSec - width of section, along local-z axis
# cH - distance from section boundary to neutral axis of reinforcement
# cB - distance from section boundary to side of reinforcement
# coreID - material tag for the core patch
# coverID - material tag for the cover patches
# steelID - material tag for the reinforcing steel
# numBarsTop - number of reinforcing bars in the top layer
# numBarsBot - number of reinforcing bars in the bottom layer
# numBarsIntTot - TOTAL number of reinforcing bars on the intermediate layers, symmetric about z axis and 2 bars per layer-- needs to be an even integer
# barAreaTop - cross-sectional area of each reinforcing bar in top layer
# barAreaBot - cross-sectional area of each reinforcing bar in bottom layer
# barAreaInt - cross-sectional area of each reinforcing bar in intermediate layer
# nfCoreY - number of fibers in the core patch in the y direction
# nfCoreZ - number of fibers in the core patch in the z direction
# nfCoverY - number of fibers in the cover patches with long sides in the y direction
# nfCoverZ - number of fibers in the cover patches with long sides in the z direction
#
# y
# ^
# |
# --------------------- -- --
# | o o o | | -- coverH
# | | |
# | o o | |
# z <--- | + | HSec
# | o o | |
# | | |
# | o o o o o o | | -- coverH
# --------------------- -- --
# |-------Bsec------|
# |---| coverB |---|
#
# y
# ^
# |
# ---------------------
# |\ cover /|
# | \------Top------/ |
# |c| |c|
# |o| |o|
# z <-----|v| core |v| HSec
# |e| |e|
# |r| |r|
# | /-------Bot------\ |
# |/ cover \|
# ---------------------
# Bsec
#
#
# Notes
# The core concrete ends at the NA of the reinforcement
# The center of the section is at (0,0) in the local axis system
#
set coverY [expr $HSec/2.0]; # The distance from the section z-axis to the edge of the cover concrete -- outer edge of cover concrete
set coverZ [expr $BSec/2.0]; # The distance from the section y-axis to the edge of the cover concrete -- outer edge of cover concrete
set coreY [expr $coverY-$coverH]; # 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 coreZ [expr $coverZ-$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 numBarsInt [expr $numBarsIntTot/2]; # number of intermediate bars per side
# Define the fiber section
section fiberSec $id {
# Define the core patch
patch quadr $coreID $nfCoreZ $nfCoreY -$coreY $coreZ -$coreY -$coreZ $coreY -$coreZ $coreY $coreZ
# Define the four cover patches
patch quadr $coverID 2 $nfCoverY -$coverY $coverZ -$coreY $coreZ $coreY $coreZ $coverY $coverZ
patch quadr $coverID 2 $nfCoverY -$coreY -$coreZ -$coverY -$coverZ $coverY -$coverZ $coreY -$coreZ
patch quadr $coverID $nfCoverZ 2 -$coverY $coverZ -$coverY -$coverZ -$coreY -$coreZ -$coreY $coreZ
patch quadr $coverID $nfCoverZ 2 $coreY $coreZ $coreY -$coreZ $coverY -$coverZ $coverY $coverZ
# define reinforcing layers
layer straight $steelID $numBarsInt $barAreaInt -$coreY $coreZ $coreY $coreZ; # intermediate skin reinf. +z
layer straight $steelID $numBarsInt $barAreaInt -$coreY -$coreZ $coreY -$coreZ; # intermediate skin reinf. -z
layer straight $steelID $numBarsTop $barAreaTop $coreY $coreZ $coreY -$coreZ; # top layer reinfocement
layer straight $steelID $numBarsBot $barAreaBot -$coreY $coreZ -$coreY -$coreZ; # bottom layer reinforcement
}; # end of fibersection definition
}; # end of procedure
*********************************************************
I run this file for Pushover analysis and NTHA,but in this analysis I allocate a separate displacement for each story by SP command instead of a target displacement only at roof.
#5 story-3 bay building
model BasicBuilder -ndm 2 -ndf 3
set b 18.0; #frame length
set h 3; #Model height
set m1 2.059633028; #((3.3+0.2*1.2)*18)/(9.81*4))+(Story Weight1,2/(9.81*4)) for each node #External (DL+LL) + Story Distributed Dead Load)
set m2 1.978695209; #((3.3+0.2*1.2)*18)/(9.81*4))+(Story Weight3,4/(9.81*4)) for each node #External (DL+LL) + Story Distributed Dead Load)
set m3 1.840749235; #((3.3+0.2*1.2)*18)/(9.81*4))+(Story Weight 5 /(9.81*4)) for each node #External (DL+LL) + Story Distributed Dead Load)
set SSDL1 0.4357798165; #Self Story Dead Load (1,2)
set SSDL2 0.3548419980; #Self Story Dead Load (3,4)
set SSDL3 0.2168960245; #Self Story Dead Load (5)
# tag X Y
node 1 [expr -$b/2] 0
node 2 [expr -$b/6] 0
node 3 [expr $b/6] 0
node 4 [expr $b/2] 0
node 5 [expr -$b/2] $h
node 6 [expr -$b/6] $h
node 7 [expr $b/6] $h
node 8 [expr $b/2] $h
node 9 [expr -$b/2] [expr 2*$h]
node 10 [expr -$b/6] [expr 2*$h]
node 11 [expr $b/6] [expr 2*$h]
node 12 [expr $b/2] [expr 2*$h]
node 13 [expr -$b/2] [expr 3*$h]
node 14 [expr -$b/6] [expr 3*$h]
node 15 [expr $b/6] [expr 3*$h]
node 16 [expr $b/2] [expr 3*$h]
node 17 [expr -$b/2] [expr 4*$h]
node 18 [expr -$b/6] [expr 4*$h]
node 19 [expr $b/6] [expr 4*$h]
node 20 [expr $b/2] [expr 4*$h]
node 21 [expr -$b/2] [expr 5*$h]
node 22 [expr -$b/6] [expr 5*$h]
node 23 [expr $b/6] [expr 5*$h]
node 24 [expr $b/2] [expr 5*$h]
# node DX DY RZ
fix 1 1 1 1
fix 2 1 1 1
fix 3 1 1 1
fix 4 1 1 1
#Defining material
# MATERIAL properties -------------------------------------------------------------
# elastic-Material properties
set fc -2800; # CONCRETE Compressive Strength (+Tension, -Compression)
set Ec 2390000; # Concrete Elastic Modulus
set Es 20389019; # modulus of steel
# confined concrete
set Ec 2390000; # Concrete Elastic Modulus
set fc1C [expr 1.26394*$fc]; # CONFINED concrete (mander model), maximum stress
set eps1C [expr 2.*$fc1C/$Ec]; # strain at maximum stress
set fc2C $fc; # ultimate stress
set eps2C [expr 5*$eps1C]; # strain at ultimate stress
# unconfined concrete
set fc1U $fc; # UNCONFINED concrete (todeschini parabolic model), maximum stress
set eps1U -0.003; # strain at maximum stress
set fc2U [expr 0.1*$fc]; # ultimate stress
set eps2U -0.006; # strain at ultimate stress
# concrete02 material properties:
set lambda 0.1 ; # ratio between unloading slope at $epscu and initial slope
set ftC [expr -$fc1C/10.]; # tensile strength +tension
set ftU [expr -$fc1U/10.]; # tensile strength +tension
set Ets [expr $Ec/10.]; # tension softening stiffness
# reinforcing steel
set Fy 49214.87; # STEEL yield stress
set Es 20389019; # modulus of steel
set epsY [expr $Fy/$Es]; # steel yield strain
set Fy1 66791.61; # steel stress post-yield
set epsY1 0.03; # steel strain post-yield
set Fu 78743.792; # ultimate stress of steel
set epsU 0.08; # ultimate strain of steel
set Bs [expr ($Fy1-$Fy)/($epsY1-$epsY)/$Es]; # post-yield stiffness ratio of steel
set R0 10; # Steel02 -- control the transition from elastic to plastic branches
set cR1 0.925; # Steel02 -- control the transition from elastic to plastic branches
set cR2 0.15; # Steel02 -- control the transition from elastic to plastic branches
set a2 0.1; # Steel02 -- isotropic hardening parameter, associated with a1
set a1 [expr $a2*($Fy/$Es)]; # Steel02 -- isotropic hardening parameter, increase of compression yield envelope as proportion of yield strength after a plastic strain of $a2*($Fy/E0).
set a4 0.1; # Steel02 -- isotropic hardening parameter, associated with a3
set a3 [expr $a4*($Fy/$Es)]; # Steel02 -- isotropic hardening parameter, increase of tension yield envelope as proportion of yield strength after a plastic strain of $a4*($Fy/E0)
# associate tags to library of materials
set IDSteel 1; # material ID tag
set IDconcCore 2;
set IDconcCover 3;
# set up library of materials
uniaxialMaterial Concrete02 $IDconcCore $fc1C $eps1C $fc2C $eps2C $lambda $ftC $Ets; # Core concrete (confined)
uniaxialMaterial Concrete02 $IDconcCover $fc1U $eps1U $fc2U $eps2U $lambda $ftU $Ets; # Cover concrete (unconfined)
uniaxialMaterial Steel02 $IDSteel $Fy $Es $Bs $R0 $cR1 $cR2 $a1 $a2 $a3 $a4
#COL 1(1-Floor and 2-Floor)
set HCol 0.5
set BCol 0.5
set cover [expr 0.05]; # rectangular-RC-Column cover
set numBarsTopCol 5; # number of longitudinal-reinforcement bars on top layer
set numBarsBotCol 5; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntCol 4; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopCol [expr 0.00038]; # longitudinal-reinforcement bar area
set barAreaBotCol [expr 0.00038]; # longitudinal-reinforcement bar area
set barAreaIntCol [expr 0.00038]; # longitudinal-reinforcement bar area
set nfCoreY 20; # number of fibers in the core patch in the y direction
set nfCoreZ 20; # number of fibers in the core patch in the z direction
set nfCoverY 20; # number of fibers in the cover patches with long sides in the y direction
set nfCoverZ 20; # number of fibers in the cover patches with long sides in the z direction
source BuildRCrectSection.tcl
BuildRCrectSection 6 $HCol $BCol $cover $cover $IDconcCore $IDconcCover $IDSteel $numBarsTopCol $barAreaTopCol $numBarsBotCol $barAreaBotCol $numBarsIntCol $barAreaIntCol $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
#COL 2(3-Floor and 4-Floor)
set HCol 0.45
set BCol 0.45
set cover [expr 0.05]; # rectangular-RC-Column cover
set numBarsTopCol 4; # number of longitudinal-reinforcement bars on top layer
set numBarsBotCol 4; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntCol 4; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopCol [expr 0.00038]; # longitudinal-reinforcement bar area
set barAreaBotCol [expr 0.00038]; # longitudinal-reinforcement bar area
set barAreaIntCol [expr 0.00038]; # longitudinal-reinforcement bar area
set nfCoreY 20; # number of fibers in the core patch in the y direction
set nfCoreZ 20; # number of fibers in the core patch in the z direction
set nfCoverY 20; # number of fibers in the cover patches with long sides in the y direction
set nfCoverZ 20; # number of fibers in the cover patches with long sides in the z direction
source BuildRCrectSection.tcl
BuildRCrectSection 7 $HCol $BCol $cover $cover $IDconcCore $IDconcCover $IDSteel $numBarsTopCol $barAreaTopCol $numBarsBotCol $barAreaBotCol $numBarsIntCol $barAreaIntCol $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
#COL 3(5-Floor)
set HCol 0.35
set BCol 0.35
set cover [expr 0.05]; # rectangular-RC-Column cover
set numBarsTopCol 3; # number of longitudinal-reinforcement bars on top layer
set numBarsBotCol 3; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntCol 2; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopCol [expr 0.00038]; # longitudinal-reinforcement bar area
set barAreaBotCol [expr 0.00038]; # longitudinal-reinforcement bar area
set barAreaIntCol [expr 0.00038]; # longitudinal-reinforcement bar area
set nfCoreY 20; # number of fibers in the core patch in the y direction
set nfCoreZ 20; # number of fibers in the core patch in the z direction
set nfCoverY 20; # number of fibers in the cover patches with long sides in the y direction
set nfCoverZ 20; # number of fibers in the cover patches with long sides in the z direction
source BuildRCrectSection.tcl
BuildRCrectSection 8 $HCol $BCol $cover $cover $IDconcCore $IDconcCover $IDSteel $numBarsTopCol $barAreaTopCol $numBarsBotCol $barAreaBotCol $numBarsIntCol $barAreaIntCol $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
#----------------------------------------------------------------------------------------------------------------------
#BEAM 1(Floor-1 and Floor-2)
set HBeam 0.5
set BBeam 0.5
set cover [expr 0.05]; # rectangular-RC-Column cover
set numBarsTopBeam 6; # number of longitudinal-reinforcement bars on top layer
set numBarsBotBeam 3; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntBeam 0; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopBeam [expr 0.00038]; # longitudinal-reinforcement bar area
set barAreaBotBeam [expr 0.00038]; # longitudinal-reinforcement bar area
set barAreaIntBeam [expr 0.00038]; # longitudinal-reinforcement bar area
set nfCoreY 20; # number of fibers in the core patch in the y direction
set nfCoreZ 20; # number of fibers in the core patch in the z direction
set nfCoverY 20; # number of fibers in the cover patches with long sides in the y direction
set nfCoverZ 20; # number of fibers in the cover patches with long sides in the z direction
source BuildRCrectSection.tcl
BuildRCrectSection 16 $HBeam $BBeam $cover $cover $IDconcCore $IDconcCover $IDSteel $numBarsTopBeam $barAreaTopBeam $numBarsBotBeam $barAreaBotBeam $numBarsIntBeam $barAreaIntBeam $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
#BEAM 2(Floor-3 and Floor-4)
set HBeam 0.45
set BBeam 0.45
set cover [expr 0.05]; # rectangular-RC-Column cover
set numBarsTopBeam 6; # number of longitudinal-reinforcement bars on top layer
set numBarsBotBeam 3; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntBeam 0; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopBeam [expr 0.00038]; # longitudinal-reinforcement bar area
set barAreaBotBeam [expr 0.00038]; # longitudinal-reinforcement bar area
set barAreaIntBeam [expr 0.00038]; # longitudinal-reinforcement bar area
set nfCoreY 20; # number of fibers in the core patch in the y direction
set nfCoreZ 20; # number of fibers in the core patch in the z direction
set nfCoverY 20; # number of fibers in the cover patches with long sides in the y direction
set nfCoverZ 20; # number of fibers in the cover patches with long sides in the z direction
source BuildRCrectSection.tcl
BuildRCrectSection 17 $HBeam $BBeam $cover $cover $IDconcCore $IDconcCover $IDSteel $numBarsTopBeam $barAreaTopBeam $numBarsBotBeam $barAreaBotBeam $numBarsIntBeam $barAreaIntBeam $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
#BEAM 3(Floor-5)
set HBeam 0.35
set BBeam 0.35
set cover [expr 0.05]; # rectangular-RC-Column cover
set numBarsTopBeam 6; # number of longitudinal-reinforcement bars on top layer
set numBarsBotBeam 4; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntBeam 0; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopBeam [expr 0.00038]; # longitudinal-reinforcement bar area
set barAreaBotBeam [expr 0.00038]; # longitudinal-reinforcement bar area
set barAreaIntBeam [expr 0.00038]; # longitudinal-reinforcement bar area
set nfCoreY 20; # number of fibers in the core patch in the y direction
set nfCoreZ 20; # number of fibers in the core patch in the z direction
set nfCoverY 20; # number of fibers in the cover patches with long sides in the y direction
set nfCoverZ 20; # number of fibers in the cover patches with long sides in the z direction
source BuildRCrectSection.tcl
BuildRCrectSection 18 $HBeam $BBeam $cover $cover $IDconcCore $IDconcCover $IDSteel $numBarsTopBeam $barAreaTopBeam $numBarsBotBeam $barAreaBotBeam $numBarsIntBeam $barAreaIntBeam $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
#------------------------------------------------------------------------------
# geometric transform BE CAREFUL!!!!
geomTransf PDelta 1
geomTransf Linear 2
#column element assignment
set npc 5
#element nonlinearBeamColumn $eleTag $iNode $jNode $numIntgrPts $secTag $transfTag <-mass $massDens> <-iter $maxIters $tol>
element nonlinearBeamColumn 11 1 5 $npc 6 1 -iter 10 1.0e-1
element nonlinearBeamColumn 12 2 6 $npc 6 1 -iter 10 1.0e-1
element nonlinearBeamColumn 13 3 7 $npc 6 1 -iter 10 1.0e-1
element nonlinearBeamColumn 14 4 8 $npc 6 1
element nonlinearBeamColumn 21 5 9 $npc 6 1 -iter 10 1.0e-1
element nonlinearBeamColumn 22 6 10 $npc 6 1 -iter 10 1.0e-1
element nonlinearBeamColumn 23 7 11 $npc 6 1 -iter 10 1.0e-1
element nonlinearBeamColumn 24 8 12 $npc 6 1
element nonlinearBeamColumn 31 9 13 $npc 7 1 -iter 10 1.0e-1
element nonlinearBeamColumn 32 10 14 $npc 7 1 -iter 10 1.0e-1
element nonlinearBeamColumn 33 11 15 $npc 7 1 -iter 10 1.0e-1
element nonlinearBeamColumn 34 12 16 $npc 7 1
element nonlinearBeamColumn 41 13 17 $npc 7 1 -iter 10 1.0e-1
element nonlinearBeamColumn 42 14 18 $npc 7 1 -iter 10 1.0e-1
element nonlinearBeamColumn 43 15 19 $npc 7 1 -iter 10 1.0e-1
element nonlinearBeamColumn 44 16 20 $npc 7 1
element nonlinearBeamColumn 51 17 21 $npc 8 1 -iter 10 1.0e-1
element nonlinearBeamColumn 52 18 22 $npc 8 1 -iter 10 1.0e-1
element nonlinearBeamColumn 53 19 23 $npc 8 1 -iter 10 1.0e-1
element nonlinearBeamColumn 54 20 24 $npc 8 1
# beam element assignment
set npb 5
element nonlinearBeamColumn 111 5 6 $npb 16 2 -iter 10 1.0e-1
element nonlinearBeamColumn 112 6 7 $npb 16 2 -iter 10 1.0e-1
element nonlinearBeamColumn 113 7 8 $npb 16 2 -iter 10 1.0e-1
element nonlinearBeamColumn 121 9 10 $npb 16 2 -iter 10 1.0e-1
element nonlinearBeamColumn 122 10 11 $npb 16 2 -iter 10 1.0e-1
element nonlinearBeamColumn 123 11 12 $npb 16 2
element nonlinearBeamColumn 131 13 14 $npb 17 2 -iter 10 1.0e-1
element nonlinearBeamColumn 132 14 15 $npb 17 2 -iter 10 1.0e-1
element nonlinearBeamColumn 133 15 16 $npb 17 2
element nonlinearBeamColumn 141 17 18 $npb 17 2 -iter 10 1.0e-1
element nonlinearBeamColumn 142 18 19 $npb 17 2 -iter 10 1.0e-1
element nonlinearBeamColumn 143 19 20 $npb 17 2
element nonlinearBeamColumn 151 21 22 $npb 18 2 -iter 10 1.0e-1
element nonlinearBeamColumn 152 22 23 $npb 18 2 -iter 10 1.0e-1
element nonlinearBeamColumn 153 23 24 $npb 18 2
mass 5 $m1 0 0
mass 6 $m1 0 0
mass 7 $m1 0 0
mass 8 $m1 0 0
mass 9 $m1 0 0
mass 10 $m1 0 0
mass 11 $m1 0 0
mass 12 $m1 0 0
mass 13 $m2 0 0
mass 14 $m2 0 0
mass 15 $m2 0 0
mass 16 $m2 0 0
mass 17 $m2 0 0
mass 18 $m2 0 0
mass 19 $m2 0 0
mass 20 $m2 0 0
mass 21 $m3 0 0
mass 22 $m3 0 0
mass 23 $m3 0 0
mass 24 $m3 0 0
# gravity loads
#################################################################################################
# Load Application
# The following are the dead loads applied to each node.
set g -9.81; # Gravity Load Calculation
pattern Plain 1 "Linear" {
# node RX RY MZ
# 1-Floor:
load 5 0.0 [expr $SSDL1*$g] 0.0;
load 6 0.0 [expr $SSDL1*$g] 0.0;
load 7 0.0 [expr $SSDL1*$g] 0.0;
load 8 0.0 [expr $SSDL1*$g] 0.0;
# 2-Floor:
load 9 0.0 [expr $SSDL1*$g] 0.0;
load 10 0.0 [expr $SSDL1*$g] 0.0;
load 11 0.0 [expr $SSDL1*$g] 0.0;
load 12 0.0 [expr $SSDL1*$g] 0.0;
# 3-Floor:
load 13 0.0 [expr $SSDL2*$g] 0.0;
load 14 0.0 [expr $SSDL2*$g] 0.0;
load 15 0.0 [expr $SSDL2*$g] 0.0;
load 16 0.0 [expr $SSDL2*$g] 0.0;
# 4-Floor:
load 17 0.0 [expr $SSDL2*$g] 0.0;
load 18 0.0 [expr $SSDL2*$g] 0.0;
load 19 0.0 [expr $SSDL2*$g] 0.0;
load 20 0.0 [expr $SSDL2*$g] 0.0;
# 5-Floor:
load 21 0.0 [expr $SSDL3*$g] 0.0;
load 22 0.0 [expr $SSDL3*$g] 0.0;
load 23 0.0 [expr $SSDL3*$g] 0.0;
load 24 0.0 [expr $SSDL3*$g] 0.0;
#Element Load(External DL+LL)
eleLoad -ele 111 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 112 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 113 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 121 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 122 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 123 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 131 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 132 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 133 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 141 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 142 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 143 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 151 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 152 -type -beamUniform -3.54; # BEAMS
eleLoad -ele 153 -type -beamUniform -3.54; # BEAMS
}
constraints Transformation
numberer RCM
system BandGeneral
#system BandSPD
test NormDispIncr 1.0e-6 20
algorithm Newton
#algorithm ModifiedNewton
#algorithm Linear
integrator LoadControl 0.1
analysis Static
analyze 10
loadConst -time 0.0
# Lateral load
sp 8 1 0.014798
sp 12 1 0.040757
sp 16 1 0.069632
sp 20 1 0.098088
sp 24 1 0.123282
set du 0.0005
set maxu .123282
set numstep [expr int($maxu/$du)]
set pi 3.141592654 ;
set N 3 ;
set Landa [eigen $N] ;
for {set i 1} {$i <= $N} {incr i 1} { ;
set T [expr 2*$pi/pow([lindex $Landa [expr $i-1]],0.5)] ;
puts "********************************************" ;
puts "T(sec)=" ;
puts "$T" ;
puts " "
}
#
# integrator LoadControl 0.1
integrator DisplacementControl 24 1 $du
system SparseGeneral -piv
test EnergyIncr 1.0e-8 4000 0
numberer RCM
constraints Lagrange 1 1
algorithm Newton
analysis Static
recorder Node -file RBase.out -time -nodeRange 1 4 -dof 1 reaction; # support reaction
recorder Drift -file DrNode.out -time -iNode 4 8 12 16 20 -jNode 8 12 16 20 24 -dof 1 -perpDirn 2; # lateral drift
recorder Element -file Element1.out -time -ele 11 12 13 14 localForce;
recorder Element -file Element2.out -time -ele 21 22 23 24 localForce;
recorder Element -file Element3.out -time -ele 31 32 33 34 localForce;
recorder Element -file Element4.out -time -ele 41 42 43 44 localForce;
recorder Element -file Element5.out -time -ele 51 52 53 54 localForce;
#Display
recorder display animation 10 10 600 600 -file 1
prp 0 10 10
vup 0 1 0
fill 4
display 1 5 7
# a window to plot the nodal displacements versus load for node 24
recorder plot frame5.out Node_24_Ydisp 600 340 300 300 -columns 2 1
analyze $numstep
************************************************************8
source BuildRCrectSection is:
proc BuildRCrectSection {id HSec BSec coverH coverB coreID coverID steelID numBarsTop barAreaTop numBarsBot barAreaBot numBarsIntTot barAreaInt nfCoreY nfCoreZ nfCoverY nfCoverZ} {
################################################
# BuildRCrectSection $id $HSec $BSec $coverH $coverB $coreID $coverID $steelID $numBarsTop $barAreaTop $numBarsBot $barAreaBot $numBarsIntTot $barAreaInt $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
################################################
# Build fiber rectangular RC section, 1 steel layer top, 1 bot, 1 skin, confined core
# Define a procedure which generates a rectangular reinforced concrete section
# with one layer of steel at the top & bottom, skin reinforcement and a
# confined core.
# by: Silvia Mazzoni, 2006
# adapted from Michael H. Scott, 2003
#
# Formal arguments
# id - tag for the section that is generated by this procedure
# HSec - depth of section, along local-y axis
# BSec - width of section, along local-z axis
# cH - distance from section boundary to neutral axis of reinforcement
# cB - distance from section boundary to side of reinforcement
# coreID - material tag for the core patch
# coverID - material tag for the cover patches
# steelID - material tag for the reinforcing steel
# numBarsTop - number of reinforcing bars in the top layer
# numBarsBot - number of reinforcing bars in the bottom layer
# numBarsIntTot - TOTAL number of reinforcing bars on the intermediate layers, symmetric about z axis and 2 bars per layer-- needs to be an even integer
# barAreaTop - cross-sectional area of each reinforcing bar in top layer
# barAreaBot - cross-sectional area of each reinforcing bar in bottom layer
# barAreaInt - cross-sectional area of each reinforcing bar in intermediate layer
# nfCoreY - number of fibers in the core patch in the y direction
# nfCoreZ - number of fibers in the core patch in the z direction
# nfCoverY - number of fibers in the cover patches with long sides in the y direction
# nfCoverZ - number of fibers in the cover patches with long sides in the z direction
#
# y
# ^
# |
# --------------------- -- --
# | o o o | | -- coverH
# | | |
# | o o | |
# z <--- | + | HSec
# | o o | |
# | | |
# | o o o o o o | | -- coverH
# --------------------- -- --
# |-------Bsec------|
# |---| coverB |---|
#
# y
# ^
# |
# ---------------------
# |\ cover /|
# | \------Top------/ |
# |c| |c|
# |o| |o|
# z <-----|v| core |v| HSec
# |e| |e|
# |r| |r|
# | /-------Bot------\ |
# |/ cover \|
# ---------------------
# Bsec
#
#
# Notes
# The core concrete ends at the NA of the reinforcement
# The center of the section is at (0,0) in the local axis system
#
set coverY [expr $HSec/2.0]; # The distance from the section z-axis to the edge of the cover concrete -- outer edge of cover concrete
set coverZ [expr $BSec/2.0]; # The distance from the section y-axis to the edge of the cover concrete -- outer edge of cover concrete
set coreY [expr $coverY-$coverH]; # 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 coreZ [expr $coverZ-$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 numBarsInt [expr $numBarsIntTot/2]; # number of intermediate bars per side
# Define the fiber section
section fiberSec $id {
# Define the core patch
patch quadr $coreID $nfCoreZ $nfCoreY -$coreY $coreZ -$coreY -$coreZ $coreY -$coreZ $coreY $coreZ
# Define the four cover patches
patch quadr $coverID 2 $nfCoverY -$coverY $coverZ -$coreY $coreZ $coreY $coreZ $coverY $coverZ
patch quadr $coverID 2 $nfCoverY -$coreY -$coreZ -$coverY -$coverZ $coverY -$coverZ $coreY -$coreZ
patch quadr $coverID $nfCoverZ 2 -$coverY $coverZ -$coverY -$coverZ -$coreY -$coreZ -$coreY $coreZ
patch quadr $coverID $nfCoverZ 2 $coreY $coreZ $coreY -$coreZ $coverY -$coverZ $coverY $coverZ
# define reinforcing layers
layer straight $steelID $numBarsInt $barAreaInt -$coreY $coreZ $coreY $coreZ; # intermediate skin reinf. +z
layer straight $steelID $numBarsInt $barAreaInt -$coreY -$coreZ $coreY -$coreZ; # intermediate skin reinf. -z
layer straight $steelID $numBarsTop $barAreaTop $coreY $coreZ $coreY -$coreZ; # top layer reinfocement
layer straight $steelID $numBarsBot $barAreaBot -$coreY $coreZ -$coreY -$coreZ; # bottom layer reinforcement
}; # end of fibersection definition
}; # end of procedure
*********************************************************
I run this file for Pushover analysis and NTHA,but in this analysis I allocate a separate displacement for each story by SP command instead of a target displacement only at roof.
you have it wrong
1) if you want to use sp's they need to be in a load pattern. if you want to do imposed motion analysis you use loadcontrol and not displacement control.
BUT
2) you actually don't want to do an imposed motion type of analysis, you want to do pushover. in this case you need to create a load pattern and place some nodal loads (reference loads) in it.
SO
3) before you do anything else you need to understand the theory. i have a brief outline of each in the new manual.
[url]
http://opensees.berkeley.edu/wiki/index ... or_Command
[/url]
1) if you want to use sp's they need to be in a load pattern. if you want to do imposed motion analysis you use loadcontrol and not displacement control.
BUT
2) you actually don't want to do an imposed motion type of analysis, you want to do pushover. in this case you need to create a load pattern and place some nodal loads (reference loads) in it.
SO
3) before you do anything else you need to understand the theory. i have a brief outline of each in the new manual.
[url]
http://opensees.berkeley.edu/wiki/index ... or_Command
[/url]
-
arash1985us
- Posts: 17
- Joined: Wed Feb 25, 2009 7:48 am
Dear fmk:
Thank you so much for your detailed answer.I wanted a diplacement control pushover analysis,instead of a target displacement only at roof,I defined several target displacements at each story.in this case I use sp command to push the structure to the predefined target displacements.
As you told me,I put sp command in a load pattern like :
pattern Plain 2 "Linear" {
sp 8 1 0.014798
sp 12 1 0.040757
sp 16 1 0.069632
sp 20 1 0.098088
sp 24 1 0.123282
}
and now it works without any problem.I want to thank you again because you solved my problem as easily as you could.
I also read your new manual for clarifying more than before...
I will ask if I have any question again.
Thanks
Regards
Thank you so much for your detailed answer.I wanted a diplacement control pushover analysis,instead of a target displacement only at roof,I defined several target displacements at each story.in this case I use sp command to push the structure to the predefined target displacements.
As you told me,I put sp command in a load pattern like :
pattern Plain 2 "Linear" {
sp 8 1 0.014798
sp 12 1 0.040757
sp 16 1 0.069632
sp 20 1 0.098088
sp 24 1 0.123282
}
and now it works without any problem.I want to thank you again because you solved my problem as easily as you could.
I also read your new manual for clarifying more than before...
I will ask if I have any question again.
Thanks
Regards