period is very large ,why?

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wdylut
Posts: 13
Joined: Tue May 08, 2012 5:02 pm
Location: lut

period is very large ,why?

Post by wdylut »

thank you ,i have solved the problem,but i met another problem,when i run my script ,the period is very long ,about 1.0e+7sec,i could not find the solution,hope you can help me ,
# --------------------------------------------------------------------------------------------------
# 2D RC Frame-left
# wdy, 07/02/2012
# nonlinearBeamColumn element, inelastic fiber section
#

# SET UP ----------------------------------------------------------------------------
wipe; # clear memory of all past model definitions
model BasicBuilder -ndm 2 -ndf 3; # Define the model builder, ndm=#dimension, ndf=#dofs
#set EarNo 1;
#set Xframe 1;
set dataDir Data$EarNo$Xframe; # set up name of data directory (can remove this)
file mkdir $dataDir; # create data directory
set GMdir "../GMfiles/"; # ground-motion file directory
source LibUnits.tcl; # define units
source DisplayPlane.tcl; # procedure for displaying a plane in model
source DisplayModel2D.tcl; # procedure for displaying 2D perspective of model
source BuildRCrectSection.tcl; # procedure for definining RC fiber section


# define GEOMETRY -------------------------------------------------------------
# define structure-geometry paramters
set LCol [expr 3300*$mm]; # column height
set LBeam [expr 6600*$mm]; # beam length
set NStory 6; # number of stories above ground level -------------- you can change this.
set NBay 7; # number of bays (max 9) ------------------------------you can change this.

# define NODAL COORDINATES
for {set level 1} {$level <=[expr $NStory+1]} {incr level 1} {
set Y [expr ($level-1)*$LCol];
for {set pier 1} {$pier <= [expr $NBay+1]} {incr pier 1} {
set X [expr ($pier-1)*$LBeam];
set nodeID [expr $level*10+$pier]
node $nodeID $X $Y; # actually define node
}
}
for {set level 1} {$level <=1} {incr level 1} {
set Y [expr ($level-1)*$LCol];
for {set pier 1} {$pier <= [expr $NBay+1]} {incr pier 1} {
set X [expr ($pier-1)*$LBeam];
set nodeID [expr 20000+$level*10+$pier]
node $nodeID $X $Y; # actually define node
}
}
# determine support nodes where ground motions are input, for multiple-support excitation
set iSupportNode ""
set level 1
for {set pier 1} {$pier <= [expr $NBay+1]} {incr pier 1} {
set nodeID [expr $level*10+$pier]
lappend iSupportNode $nodeID
}


# BOUNDARY CONDITIONS
#fix 1 1 1; # fix all Y=0.0 nodes
for {set level 1} {$level <=1} {incr level 1} {
#set Y [expr ($level-1)*$LCol];
for {set pier 1} {$pier <= [expr $NBay+1]} {incr pier 1} {
#set X [expr ($pier-1)*$LBeam];
set nodeID [expr 20000+$level*10+$pier]
fix $nodeID 1 1 1;# -mass [expr 1180*$kN/$g] 0 0;
}
}
for {set level 1} {$level <=1} {incr level 1} {
#set Y [expr ($level-1)*$LCol];
for {set pier 1} {$pier <= [expr $NBay+1]} {incr pier 1} {
#set X [expr ($pier-1)*$LBeam];
set nodeID [expr $level*10+$pier]
fix $nodeID 0 0 1;# -mass [expr 1180*$kN/$g] 0 0;
}
}
# calculated MODEL PARAMETERS, particular to this model
puts "Number of Stories: $NStory Number of bays: $NBay"
# Set up parameters that are particular to the model for displacement control
set IDctrlNode [expr ($NStory+1)*10+1]; # node where displacement is read for displacement control
set IDctrlDOF 1; # degree of freedom of displacement read for displacement control
set LBuilding [expr $NStory*$LCol]; # total building height

# Define SECTIONS -------------------------------------------------------------
set SectionType FiberSection; # options: Elastic FiberSection,有两种截面类型可供选择，分别为弹性和纤维截面模型
set IDColTransf 1; # all columns
set IDBeamTransf 2; # all beams
set ColTransfType PDelta ; # options, Linear PDelta Corotational
geomTransf $ColTransfType $IDColTransf ; # only columns can have PDelta effects (gravity effects)
geomTransf Linear $IDBeamTransf

#define section tags:
set ColSecTag 1
set BeamSecTag 2
# define MATERIAL properties of rubber----------------------------------------
set tol 1.0e-10
# Parameters computed from the assumed ones
#set Tb [expr 2e+0*$sec]
#set PPcr 0.0001
#set PPo 0.25
#set M [expr 1180*$kN/$g]
#set S 20.0
#set uy [expr 10.*$mm]
#set mu 0.1
#set wb [expr 2*$PI/$Tb]
#set k2o [expr pow($wb,2)*$M]
#set Fyo [expr $mu*$M*$g+$k2o*$uy]
#
##set Fyo [expr 90.4*$kN]
#
#set k1 [expr $Fyo/$uy]
#
#set kvo [expr 6.*$S*$S*$k2o]
#set Pcr [expr $M*$g/$PPcr]
#set Pe [expr 50.*$Pcr]
#set Ps [expr 1./50.*$Pcr]
#set Po [expr $M*$g/$PPo]
#set hb [expr $Ps/$k2o]

# Create Iso2spring section
set k1 [expr 9262*$kN/$m]
set Fyo [expr 90.4*$kN]
set k2o [expr 926*$kN/$m]
set kvo [expr 2132*$kN/$mm]
set hb [expr 208*$mm]
set Pe [expr 1.6e+8*$N]
section Iso2spring 881 $tol $k1 $Fyo $k2o $kvo $hb $Pe;# $Po;

# id ndI ndJ mattag

#element zeroLengthSection 1 1 2 1

# define geometric transformation: performs a linear geometric transformation of beam stiffness and resisting force from the basic system to the global-coordinate system
#geomTransf Linear 1; # associate a tag to transformation
#
##element elasticBeamColumn 1 1 2 $Aiso $Ecol $Icol 1; # element elasticBeamColumn $eleTag $iNode $jNode $A $E $Iz $transfTag
#element nonlinearBeamColumn 1 1 2 5 $isoSecTag 1;
#element nonlinearBeamColumn 2 2 3 5 $isoSecTag 1;


# id ndI ndJ mattag

#element zeroLengthSection 1 1 2 1
#=======================================================================
#建立隔震层
for {set level 1} {$level <=1} {incr level 1} {
#set Y [expr ($level-1)*$LCol];
for {set pier 1} {$pier <= [expr $NBay+1]} {incr pier 1} {
set jNode [expr $level*10+$pier]
set iNode [expr 20000+$level*10+$pier]
set eleTag [expr 50000+$level*10+$pier]
element zeroLengthSection $eleTag $iNode $jNode 881;
#element nonlinearBeamColumn $eleTag $iNode $jNode 5 $isoSecTag $IDColTransf;
}
}
#定义隔震垫单元
#element zeroLength $eleTag $iNode $jNode -mat $matTag1 $matTag2 ... -dir $dir1 $dir2 ...
# Section Properties:
#柱截面
set HCol [expr 550*$mm]; # square-Column width
set BCol $HCol;
#梁截面
set HBeam [expr 550*$mm]; # Beam depth -- perpendicular to bending axis
set BBeam [expr 300*$mm]; # Beam width -- parallel to bending axis

if {$SectionType == "Elastic"} {;#弹性截面
# material properties:
set fc [expr 14.3*$MPa]; # concrete nominal compressive strength
set Ec [expr 30000.0*$MPa]; # concrete Young's Modulus
# column section properties:
set AgCol [expr $HCol*$BCol]; # rectuangular-Column cross-sectional area
set IzCol [expr 0.5*1./12*$BCol*pow($HCol,3)]; # about-local-z Rect-Column gross moment of inertial
# beam sections:
set AgBeam [expr $HBeam*$BBeam]; # rectuangular-Beam cross-sectional area
set IzBeam [expr 0.5*1./12*$BBeam*pow($HBeam,3)]; # about-local-z Rect-Beam cracked moment of inertial

section Elastic $ColSecTag $Ec $AgCol $IzCol
section Elastic $BeamSecTag $Ec $AgBeam $IzBeam

} elseif {$SectionType == "FiberSection"} {;#纤维截面
# MATERIAL parameters
source LibMaterialsRC.tcl; # define library of Reinforced-concrete Materials

# FIBER SECTION properties
# Column section geometry:
set cover [expr 35*$mm]; # rectangular-RC-Column cover
set nfCoreY 20; # number of fibers in the core patch in the y direction
set nfCoreZ 20; # number of fibers in the core patch in the z direction
set nfCoverY 20; # number of fibers in the cover patches with long sides in the y direction
set nfCoverZ 20; # number of fibers in the cover patches with long sides in the z direction
# rectangular section with one layer of steel evenly distributed around the perimeter and a confined core.
#定义柱子截面，分为三种类型，边柱（KZ1）、内柱（KZ2）和中柱（KZ3）
set ColSecTagB1 1;#1层的边柱配筋
set numBarsTopCol 5; # number of longitudinal-reinforcement bars on top layer
set numBarsBotCol 5; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntCol 6; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopCol [expr 491.*$mm*$mm]; # longitudinal-reinforcement bar area,25mm
set barAreaBotCol [expr 491.*$mm*$mm]; # longitudinal-reinforcement bar area,25mm
set barAreaIntCol [expr 380.*$mm*$mm]; # longitudinal-reinforcement bar area,22mm
BuildRCrectSection $ColSecTagB1 $HCol $BCol $cover $cover $IDconcCore35 $IDconcCover35 $IDSteel $numBarsTopCol $barAreaTopCol $numBarsBotCol $barAreaBotCol $numBarsIntCol $barAreaIntCol $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
set ColSecTagB23 2;#2,3层的边柱配筋
set numBarsTopCol 5; # number of longitudinal-reinforcement bars on top layer
set numBarsBotCol 5; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntCol 6; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopCol [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,20mm
set barAreaBotCol [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,20mm
set barAreaIntCol [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,18mm
BuildRCrectSection $ColSecTagB23 $HCol $BCol $cover $cover $IDconcCore35 $IDconcCover35 $IDSteel $numBarsTopCol $barAreaTopCol $numBarsBotCol $barAreaBotCol $numBarsIntCol $barAreaIntCol $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
set ColSecTagB45 3;#4,5层的边柱配筋
set numBarsTopCol 5; # number of longitudinal-reinforcement bars on top layer
set numBarsBotCol 5; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntCol 6; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopCol [expr 254.*$mm*$mm]; # longitudinal-reinforcement bar area,25mm
set barAreaBotCol [expr 254.*$mm*$mm]; # longitudinal-reinforcement bar area,25mm
set barAreaIntCol [expr 254.*$mm*$mm]; # longitudinal-reinforcement bar area,18mm
BuildRCrectSection $ColSecTagB45 $HCol $BCol $cover $cover $IDconcCore35 $IDconcCover35 $IDSteel $numBarsTopCol $barAreaTopCol $numBarsBotCol $barAreaBotCol $numBarsIntCol $barAreaIntCol $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
set ColSecTagB6 4;#6层的边柱配筋
set numBarsTopCol 5; # number of longitudinal-reinforcement bars on top layer
set numBarsBotCol 5; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntCol 6; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopCol [expr 254.*$mm*$mm]; # longitudinal-reinforcement bar area,20mm
set barAreaBotCol [expr 254.*$mm*$mm]; # longitudinal-reinforcement bar area,20mm
set barAreaIntCol [expr 254.*$mm*$mm]; # longitudinal-reinforcement bar area,18mm
BuildRCrectSection $ColSecTagB6 $HCol $BCol $cover $cover $IDconcCore35 $IDconcCover35 $IDSteel $numBarsTopCol $barAreaTopCol $numBarsBotCol $barAreaBotCol $numBarsIntCol $barAreaIntCol $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
set ColSecTagN1 5;#1层的内柱配筋
set numBarsTopCol 5; # number of longitudinal-reinforcement bars on top layer
set numBarsBotCol 5; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntCol 8; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopCol [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,20mm
set barAreaBotCol [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,20mm
set barAreaIntCol [expr 254.*$mm*$mm]; # longitudinal-reinforcement bar area,20mm
BuildRCrectSection $ColSecTagN1 $HCol $BCol $cover $cover $IDconcCore35 $IDconcCover35 $IDSteel $numBarsTopCol $barAreaTopCol $numBarsBotCol $barAreaBotCol $numBarsIntCol $barAreaIntCol $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
set ColSecTagN23 6;#2,3层的内柱配筋
set numBarsTopCol 4; # number of longitudinal-reinforcement bars on top layer
set numBarsBotCol 4; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntCol 6; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopCol [expr 254.*$mm*$mm]; # longitudinal-reinforcement bar area,20mm
set barAreaBotCol [expr 254.*$mm*$mm]; # longitudinal-reinforcement bar area,20mm
set barAreaIntCol [expr 254.*$mm*$mm]; # longitudinal-reinforcement bar area,16mm
BuildRCrectSection $ColSecTagN23 $HCol $BCol $cover $cover $IDconcCore35 $IDconcCover35 $IDSteel $numBarsTopCol $barAreaTopCol $numBarsBotCol $barAreaBotCol $numBarsIntCol $barAreaIntCol $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
set ColSecTagN45 7;#4,5层的内柱配筋
set numBarsTopCol 3; # number of longitudinal-reinforcement bars on top layer
set numBarsBotCol 3; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntCol 6; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopCol [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,20mm
set barAreaBotCol [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,20mm
set barAreaIntCol [expr 254.*$mm*$mm]; # longitudinal-reinforcement bar area,18mm
BuildRCrectSection $ColSecTagN45 $HCol $BCol $cover $cover $IDconcCore35 $IDconcCover35 $IDSteel $numBarsTopCol $barAreaTopCol $numBarsBotCol $barAreaBotCol $numBarsIntCol $barAreaIntCol $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
set ColSecTagN6 8;#6层的内柱配筋
set numBarsTopCol 3; # number of longitudinal-reinforcement bars on top layer
set numBarsBotCol 3; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntCol 4; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopCol [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,20mm
set barAreaBotCol [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,20mm
set barAreaIntCol [expr 201.*$mm*$mm]; # longitudinal-reinforcement bar area,22mm
BuildRCrectSection $ColSecTagN6 $HCol $BCol $cover $cover $IDconcCore35 $IDconcCover35 $IDSteel $numBarsTopCol $barAreaTopCol $numBarsBotCol $barAreaBotCol $numBarsIntCol $barAreaIntCol $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
set ColSecTagZ1 9;#1层的中柱配筋
set numBarsTopCol 5; # number of longitudinal-reinforcement bars on top layer
set numBarsBotCol 5; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntCol 6; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopCol [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,18mm
set barAreaBotCol [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,18mm
set barAreaIntCol [expr 254.*$mm*$mm]; # longitudinal-reinforcement bar area,18mm
BuildRCrectSection $ColSecTagZ1 $HCol $BCol $cover $cover $IDconcCore35 $IDconcCover35 $IDSteel $numBarsTopCol $barAreaTopCol $numBarsBotCol $barAreaBotCol $numBarsIntCol $barAreaIntCol $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
set ColSecTagZ23 10;#2,3层的中柱配筋
set numBarsTopCol 3; # number of longitudinal-reinforcement bars on top layer
set numBarsBotCol 3; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntCol 6; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopCol [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,20mm
set barAreaBotCol [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,20mm
set barAreaIntCol [expr 254.*$mm*$mm]; # longitudinal-reinforcement bar area,14mm
BuildRCrectSection $ColSecTagZ23 $HCol $BCol $cover $cover $IDconcCore35 $IDconcCover35 $IDSteel $numBarsTopCol $barAreaTopCol $numBarsBotCol $barAreaBotCol $numBarsIntCol $barAreaIntCol $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
set ColSecTagZ45 11;#4,5层的中柱配筋
set numBarsTopCol 3; # number of longitudinal-reinforcement bars on top layer
set numBarsBotCol 3; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntCol 6; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopCol [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,20mm
set barAreaBotCol [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,20mm
set barAreaIntCol [expr 254.*$mm*$mm]; # longitudinal-reinforcement bar area,16mm
BuildRCrectSection $ColSecTagZ45 $HCol $BCol $cover $cover $IDconcCore35 $IDconcCover35 $IDSteel $numBarsTopCol $barAreaTopCol $numBarsBotCol $barAreaBotCol $numBarsIntCol $barAreaIntCol $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
set ColSecTagZ6 12;#6层的中柱配筋
set numBarsTopCol 4; # number of longitudinal-reinforcement bars on top layer
set numBarsBotCol 4; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntCol 4; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopCol [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,20mm
set barAreaBotCol [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,20mm
set barAreaIntCol [expr 201.*$mm*$mm]; # longitudinal-reinforcement bar area,18mm
BuildRCrectSection $ColSecTagZ6 $HCol $BCol $cover $cover $IDconcCore35 $IDconcCover35 $IDSteel $numBarsTopCol $barAreaTopCol $numBarsBotCol $barAreaBotCol $numBarsIntCol $barAreaIntCol $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ

#定义梁截面，分为两种类型，边梁和中梁
set BeamSecTagB12 13;#1,2层边梁配筋
set numBarsTopBeam 2; # number of longitudinal-reinforcement bars on top layer
set numBarsBotBeam 2; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntBeam 4; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopBeam [expr 491.*$mm*$mm]; # longitudinal-reinforcement bar area,25mm
set barAreaBotBeam [expr 491.*$mm*$mm]; # longitudinal-reinforcement bar area,25mm
set barAreaIntBeam [expr 491.*$mm*$mm]; # longitudinal-reinforcement bar area,20mm
BuildRCrectSection $BeamSecTagB12 $HBeam $BBeam $cover $cover $IDconcCore35 $IDconcCover35 $IDSteel $numBarsTopBeam $barAreaTopBeam $numBarsBotBeam $barAreaBotBeam $numBarsIntBeam $barAreaIntBeam $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
set BeamSecTagB3 14;#3层边梁配筋
set numBarsTopBeam 2; # number of longitudinal-reinforcement bars on top layer
set numBarsBotBeam 2; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntBeam 4; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopBeam [expr 380.*$mm*$mm]; # longitudinal-reinforcement bar area,25mm
set barAreaBotBeam [expr 380.*$mm*$mm]; # longitudinal-reinforcement bar area,25mm
set barAreaIntBeam [expr 380.*$mm*$mm]; # longitudinal-reinforcement bar area,25mm
BuildRCrectSection $BeamSecTagB3 $HBeam $BBeam $cover $cover $IDconcCore35 $IDconcCover35 $IDSteel $numBarsTopBeam $barAreaTopBeam $numBarsBotBeam $barAreaBotBeam $numBarsIntBeam $barAreaIntBeam $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
set BeamSecTagB4 15;#4层边梁配筋
set numBarsTopBeam 3; # number of longitudinal-reinforcement bars on top layer
set numBarsBotBeam 3; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntBeam 4; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopBeam [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,18mm
set barAreaBotBeam [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,18mm
set barAreaIntBeam [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,12mm
BuildRCrectSection $BeamSecTagB4 $HBeam $BBeam $cover $cover $IDconcCore $IDconcCover $IDSteel $numBarsTopBeam $barAreaTopBeam $numBarsBotBeam $barAreaBotBeam $numBarsIntBeam $barAreaIntBeam $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
set BeamSecTagB5 16;#5层边梁配筋
set numBarsTopBeam 3; # number of longitudinal-reinforcement bars on top layer
set numBarsBotBeam 3; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntBeam 3; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopBeam [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,18mm
set barAreaBotBeam [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,20mm
set barAreaIntBeam [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,12mm
BuildRCrectSection $BeamSecTagB5 $HBeam $BBeam $cover $cover $IDconcCore $IDconcCover $IDSteel $numBarsTopBeam $barAreaTopBeam $numBarsBotBeam $barAreaBotBeam $numBarsIntBeam $barAreaIntBeam $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
set BeamSecTagB6 17;#6层边梁配筋
set numBarsTopBeam 3; # number of longitudinal-reinforcement bars on top layer
set numBarsBotBeam 3; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntBeam 3; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopBeam [expr 201.*$mm*$mm]; # longitudinal-reinforcement bar area,20mm
set barAreaBotBeam [expr 201.*$mm*$mm]; # longitudinal-reinforcement bar area,18mm
set barAreaIntBeam [expr 201.*$mm*$mm]; # longitudinal-reinforcement bar area,12mm
BuildRCrectSection $BeamSecTagB6 $HBeam $BBeam $cover $cover $IDconcCore $IDconcCover $IDSteel $numBarsTopBeam $barAreaTopBeam $numBarsBotBeam $barAreaBotBeam $numBarsIntBeam $barAreaIntBeam $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
set BeamSecTagZ12 18;#1,2层中梁配筋
set numBarsTopBeam 2; # number of longitudinal-reinforcement bars on top layer
set numBarsBotBeam 2; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntBeam 4; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopBeam [expr 491.*$mm*$mm]; # longitudinal-reinforcement bar area,25mm
set barAreaBotBeam [expr 491.*$mm*$mm]; # longitudinal-reinforcement bar area,18mm
set barAreaIntBeam [expr 491.*$mm*$mm]; # longitudinal-reinforcement bar area,12mm
BuildRCrectSection $BeamSecTagZ12 $HBeam $BBeam $cover $cover $IDconcCore35 $IDconcCover35 $IDSteel $numBarsTopBeam $barAreaTopBeam $numBarsBotBeam $barAreaBotBeam $numBarsIntBeam $barAreaIntBeam $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
set BeamSecTagZ3 19;#3层中梁配筋
set numBarsTopBeam 2; # number of longitudinal-reinforcement bars on top layer
set numBarsBotBeam 2; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntBeam 4; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopBeam [expr 254.*$mm*$mm]; # longitudinal-reinforcement bar area,25mm
set barAreaBotBeam [expr 254.*$mm*$mm]; # longitudinal-reinforcement bar area,20mm
set barAreaIntBeam [expr 254.*$mm*$mm]; # longitudinal-reinforcement bar area,12mm
BuildRCrectSection $BeamSecTagZ3 $HBeam $BBeam $cover $cover $IDconcCore35 $IDconcCover35 $IDSteel $numBarsTopBeam $barAreaTopBeam $numBarsBotBeam $barAreaBotBeam $numBarsIntBeam $barAreaIntBeam $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
set BeamSecTagZ4 20;#4层中梁配筋
set numBarsTopBeam 2; # number of longitudinal-reinforcement bars on top layer
set numBarsBotBeam 2; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntBeam 4; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopBeam [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,22mm
set barAreaBotBeam [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,18mm
set barAreaIntBeam [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,12mm
BuildRCrectSection $BeamSecTagZ4 $HBeam $BBeam $cover $cover $IDconcCore35 $IDconcCover35 $IDSteel $numBarsTopBeam $barAreaTopBeam $numBarsBotBeam $barAreaBotBeam $numBarsIntBeam $barAreaIntBeam $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
set BeamSecTagZ5 21;#5层中梁配筋
set numBarsTopBeam 3; # number of longitudinal-reinforcement bars on top layer
set numBarsBotBeam 3; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntBeam 3; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopBeam [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,16mm
set barAreaBotBeam [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,16mm
set barAreaIntBeam [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,12mm
BuildRCrectSection $BeamSecTagZ5 $HBeam $BBeam $cover $cover $IDconcCore35 $IDconcCover35 $IDSteel $numBarsTopBeam $barAreaTopBeam $numBarsBotBeam $barAreaBotBeam $numBarsIntBeam $barAreaIntBeam $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ
set BeamSecTagZ6 22;#6层中梁配筋
set numBarsTopBeam 3; # number of longitudinal-reinforcement bars on top layer
set numBarsBotBeam 3; # number of longitudinal-reinforcement bars on bottom layer
set numBarsIntBeam 3; # TOTAL number of reinforcing bars on the intermediate layers
set barAreaTopBeam [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,20mm
set barAreaBotBeam [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,18mm
set barAreaIntBeam [expr 314.*$mm*$mm]; # longitudinal-reinforcement bar area,12mm
BuildRCrectSection $BeamSecTagZ6 $HBeam $BBeam $cover $cover $IDconcCore35 $IDconcCover35 $IDSteel $numBarsTopBeam $barAreaTopBeam $numBarsBotBeam $barAreaBotBeam $numBarsIntBeam $barAreaIntBeam $nfCoreY $nfCoreZ $nfCoverY $nfCoverZ

} else {
puts "No section has been defined"
return -1
}


# define ELEMENTS
# set up geometric transformations of element
# separate columns and beams, in case of P-Delta analysis for columns

# Define Beam-Column Elements
set np 5; # number of Gauss integration points for nonlinear curvature distribution-- np=2 for linear distribution ok
# columns
set N0col 100; # column element numbers
set level 0
for {set level 1} {$level <=$NStory} {incr level 1} {
for {set pier 1} {$pier <= [expr $NBay+1]} {incr pier 1} {
if {($pier==1)||($pier==[expr $NBay+1])&&($level==1)} {
set elemID [expr $N0col + $level*10 +$pier]
set nodeI [expr $level*10 + $pier]
set nodeJ [expr ($level+1)*10 + $pier]
element nonlinearBeamColumn $elemID $nodeI $nodeJ $np $ColSecTagB1 $IDColTransf;#1层边柱配筋
} elseif {(($pier==1)||($pier==[expr $NBay+1]))&&($level==2)||($level==3)} {;
set elemID [expr $N0col + $level*10 +$pier];
set nodeI [expr $level*10 + $pier];
set nodeJ [expr ($level+1)*10 + $pier];
element nonlinearBeamColumn $elemID $nodeI $nodeJ $np $ColSecTagB23 $IDColTransf;#2,3层边柱配筋
} elseif {(($pier==1)||($pier==[expr $NBay+1]))&&($level==4)||($level==5)} {;
set elemID [expr $N0col + $level*10 +$pier];
set nodeI [expr $level*10 + $pier];
set nodeJ [expr ($level+1)*10 + $pier];
element nonlinearBeamColumn $elemID $nodeI $nodeJ $np $ColSecTagB45 $IDColTransf;#4,5层边柱配筋
} elseif {(($pier==1)||($pier==[expr $NBay+1]))&&($level==6)} {;
set elemID [expr $N0col + $level*10 +$pier];
set nodeI [expr $level*10 + $pier];
set nodeJ [expr ($level+1)*10 + $pier];
element nonlinearBeamColumn $elemID $nodeI $nodeJ $np $ColSecTagB6 $IDColTransf;#6层边柱配筋
} elseif {(($pier==[expr ($NBay+1)/2+1])||($pier==[expr ($NBay+1)/2]))&&($level==1)} {;
set elemID [expr $N0col + $level*10 +$pier];
set nodeI [expr $level*10 + $pier];
set nodeJ [expr ($level+1)*10 + $pier];
element nonlinearBeamColumn $elemID $nodeI $nodeJ $np $ColSecTagN1 $IDColTransf;#1层内柱配筋
} elseif {(($pier==[expr ($NBay+1)/2+1])||($pier==[expr ($NBay+1)/2]))&&($level==2)||($level==3)} {;
set elemID [expr $N0col + $level*10 +$pier];
set nodeI [expr $level*10 + $pier];
set nodeJ [expr ($level+1)*10 + $pier];
element nonlinearBeamColumn $elemID $nodeI $nodeJ $np $ColSecTagN23 $IDColTransf;#2,3层内柱配筋
} elseif {(($pier==[expr ($NBay+1)/2+1])||($pier==[expr ($NBay+1)/2]))&&($level==4)||($level==5)} {;
set elemID [expr $N0col + $level*10 +$pier];
set nodeI [expr $level*10 + $pier];
set nodeJ [expr ($level+1)*10 + $pier];
element nonlinearBeamColumn $elemID $nodeI $nodeJ $np $ColSecTagN45 $IDColTransf;#4,5层内柱配筋
} elseif {(($pier==[expr ($NBay+1)/2+1])||($pier==[expr ($NBay+1)/2]))&&($level==6)} {;
set elemID [expr $N0col + $level*10 +$pier];
set nodeI [expr $level*10 + $pier];
set nodeJ [expr ($level+1)*10 + $pier];
element nonlinearBeamColumn $elemID $nodeI $nodeJ $np $ColSecTagN6 $IDColTransf;#6层内柱配筋
} elseif {$level==1} {;
set elemID [expr $N0col + $level*10 +$pier];
set nodeI [expr $level*10 + $pier];
set nodeJ [expr ($level+1)*10 + $pier];
element nonlinearBeamColumn $elemID $nodeI $nodeJ $np $ColSecTagZ1 $IDColTransf;#1层中柱配筋
} elseif {$level==2||$level==3} {;
set elemID [expr $N0col + $level*10 +$pier];
set nodeI [expr $level*10 + $pier];
set nodeJ [expr ($level+1)*10 + $pier];
element nonlinearBeamColumn $elemID $nodeI $nodeJ $np $ColSecTagZ23 $IDColTransf;#2,3层中柱配筋
} elseif {$level==4||$level==5} {;
set elemID [expr $N0col + $level*10 +$pier];
set nodeI [expr $level*10 + $pier];
set nodeJ [expr ($level+1)*10 + $pier];
element nonlinearBeamColumn $elemID $nodeI $nodeJ $np $ColSecTagZ45 $IDColTransf;#4,5层中柱配筋
} else {;
set elemID [expr $N0col + $level*10 +$pier];
set nodeI [expr $level*10 + $pier];
set nodeJ [expr ($level+1)*10 + $pier];
element nonlinearBeamColumn $elemID $nodeI $nodeJ $np $ColSecTagZ6 $IDColTransf;#6层中柱配筋
}
}
}
#for {set level 1} {$level <=$NStory} {incr level 1} {
# for {set pier 1} {$pier <= [expr $NBay+1]} {incr pier 1} {
# set elemID [expr $N0col + $level*10 +$pier];
# set nodeI [expr $level*10 + $pier];
# set nodeJ [expr ($level+1)*10 + $pier];
# element elasticBeamColumn $elemID $nodeI $nodeJ [expr 0.55*0.55*pow($m,2)] [expr 3.15e+4*$N/pow($mm,2)] [expr 1/12*pow($m*0.55,4)] $IDColTransf;
# }
#}
set N0beam 200;#beam numbers
set M0 0
for {set level 1} {$level <=[expr $NStory+1]} {incr level 1} {;
for {set bay 1} {$bay <= $NBay} {incr bay 1} {;
if {($bay==1||$bay==$NBay) && $level==2||$level==3||$level==1} {;
set elemID [expr $N0beam + $level*10 +$bay];
set nodeI [expr $M0 + $level*10 + $bay];
set nodeJ [expr $M0 + $level*10 + $bay+1];
element nonlinearBeamColumn $elemID $nodeI $nodeJ $np $BeamSecTagB12 $IDBeamTransf;#3.3m-6.6m边梁配筋
} elseif {($bay==1||$bay==$NBay) && $level==3} {;
set elemID [expr $N0beam + $level*10 +$bay];
set nodeI [expr $M0 + $level*10 + $bay];
set nodeJ [expr $M0 + $level*10 + $bay+1];
element nonlinearBeamColumn $elemID $nodeI $nodeJ $np $BeamSecTagB3 $IDBeamTransf;#9.9m边梁配筋
} elseif {($bay==1||$bay==$NBay) && $level==4} {;
set elemID [expr $N0beam + $level*10 +$bay];
set nodeI [expr $M0 + $level*10 + $bay];
set nodeJ [expr $M0 + $level*10 + $bay+1];
element nonlinearBeamColumn $elemID $nodeI $nodeJ $np $BeamSecTagB4 $IDBeamTransf;#13.2m边梁配筋
} elseif {($bay==1||$bay==$NBay) && $level==5} {;
set elemID [expr $N0beam + $level*10 +$bay];
set nodeI [expr $M0 + $level*10 + $bay];
set nodeJ [expr $M0 + $level*10 + $bay+1];
element nonlinearBeamColumn $elemID $nodeI $nodeJ $np $BeamSecTagB5 $IDBeamTransf;#16.5m边梁配筋
} elseif {($bay==1||$bay==$NBay) && $level==[expr $NStory+1]} {;
set elemID [expr $N0beam + $level*10 +$bay];
set nodeI [expr $M0 + $level*10 + $bay];
set nodeJ [expr $M0 + $level*10 + $bay+1];
element nonlinearBeamColumn $elemID $nodeI $nodeJ $np $BeamSecTagB6 $IDBeamTransf;#19.8m边梁配筋
} elseif {$level==2||$level==3||$level==1} {;
set elemID [expr $N0beam + $level*10 +$bay];
set nodeI [expr $M0 + $level*10 + $bay];
set nodeJ [expr $M0 + $level*10 + $bay+1];
element nonlinearBeamColumn $elemID $nodeI $nodeJ $np $BeamSecTagZ12 $IDBeamTransf;#3.3m-6.6m中梁配筋
} elseif {$level==4} {;
set elemID [expr $N0beam + $level*10 +$bay];
set nodeI [expr $M0 + $level*10 + $bay];
set nodeJ [expr $M0 + $level*10 + $bay+1];
element nonlinearBeamColumn $elemID $nodeI $nodeJ $np $BeamSecTagZ3 $IDBeamTransf;#6.6m~9.9m中梁配筋
} elseif {$level==5} {;
set elemID [expr $N0beam + $level*10 +$bay];
set nodeI [expr $M0 + $level*10 + $bay];
set nodeJ [expr $M0 + $level*10 + $bay+1];
element nonlinearBeamColumn $elemID $nodeI $nodeJ $np $BeamSecTagZ4 $IDBeamTransf;#13.2m中梁配筋
} elseif {$level==6} {;
set elemID [expr $N0beam + $level*10 +$bay];
set nodeI [expr $M0 + $level*10 + $bay];
set nodeJ [expr $M0 + $level*10 + $bay+1];
element nonlinearBeamColumn $elemID $nodeI $nodeJ $np $BeamSecTagZ5 $IDBeamTransf;#16.5m~19.8m中梁配筋
} else {;
set elemID [expr $N0beam + $level*10 +$bay];
set nodeI [expr $M0 + $level*10 + $bay];
set nodeJ [expr $M0 + $level*10 + $bay+1];
element nonlinearBeamColumn $elemID $nodeI $nodeJ $np $BeamSecTagZ6 $IDBeamTransf;#23.1m~26.4m中梁配筋
}
}
}
#for {set level 1} {$level <=[expr $NStory+1]} {incr level 1} {;
# for {set bay 1} {$bay <= $NBay} {incr bay 1} {;
# set elemID [expr $N0beam + $level*10 +$bay];
# set nodeI [expr $M0 + $level*10 + $bay];
# set nodeJ [expr $M0 + $level*10 + $bay+1];
# element elasticBeamColumn $elemID $nodeI $nodeJ [expr 0.3*0.5*pow($m,2)] [expr 3.15e+4*$N/pow($mm,2)] [expr 1/12*0.3*pow(0.5,3)*pow($m,4)] $IDBeamTransf;
#
# }
#}

#for {set level 2} {$level <=[expr $NStory+1]} {incr level 1} {;
# for {set bay 1} {$bay <= $NBay} {incr bay 1} {;
# set elemID [expr $N0beam + $level*10 +$bay];
# set nodeI [expr $M0 + $level*10 + $bay];
# set nodeJ [expr $M0 + $level*10 + $bay+1];
# element elasticBeamColumn $elemID $nodeI $nodeJ [expr 0.3*$m*0.55*$m] [expr 3.15e+4*$N/$mm/$mm] [expr $Ubig*1/12*0.3*0.55*0.55*0.55*pow($m,4)] $IDBeamTransf;
# #rigidLink beam $nodeI $nodeJ
# }
#}
# Define GRAVITY LOADS, weight and masses
# calculate dead load of frame, assume this to be an internal frame (do LL in a similar manner)
# calculate distributed weight along the beam length
set GammaConcrete [expr 25*$kNpcm]; # Reinforced-Concrete floor slabs
#set Tslab [expr 0.100*$m]; # 100mm slab
#set Lslab [expr 2*$LBeam/2]; # assume slab extends a distance of $LBeam1/2 in/out of plane
#set Qslab [expr $GammaConcrete*$Tslab*$Lslab];
set QLoad [expr 2.0*$kN/$m/$m];#live load
set DLoad [expr 5.0*$kN/$m/$m];#dead load
set GraLoad [expr (1.0*$DLoad+0.5*$QLoad)*7.5*$m/2];#由恒载和活载产生的重力荷载
set QdlCol [expr $GammaConcrete*$HCol*$BCol]; # self weight of Column, weight per length
set QBeam [expr $GammaConcrete*$HBeam*$BBeam]; # self weight of Beam, weight per length
set DBeam [expr 6.*$kN/$m]; #由砌体产生的恒载均匀分布在梁上
set QdlBeam [expr $GraLoad + $QBeam+$DBeam]; # dead load distributed along beam.
set WeightCol [expr $QdlCol*$LCol]; # total Column weight
set WeightBeam [expr $QdlBeam*$LBeam]; # total Beam weight

# assign masses to the nodes that the columns are connected to
# each connection takes the mass of 1/2 of each element framing into it (mass=weight/$g)
set iFloorWeight ""
set WeightTotal 0.0
set sumWiHi 0.0; # sum of storey weight times height, for lateral-load distribution
for {set level 2} {$level <=[expr $NStory+1]} {incr level 1} { ;
set FloorWeight 0.0
if {$level == [expr $NStory+1]} {
set ColWeightFact 1; # one column in top story
} else {
set ColWeightFact 2; # two columns elsewhere
}
for {set pier 1} {$pier <= [expr $NBay+1]} {incr pier 1} {;
if {$pier == 1 || $pier == [expr $NBay+1]} {
set BeamWeightFact 1; # one beam at exterior nodes
} else {;
set BeamWeightFact 2; # other beams elsewhere
}
set WeightNode [expr $ColWeightFact*$WeightCol/2 + $BeamWeightFact*$WeightBeam/2]
set MassNode [expr $WeightNode/$g];
set nodeID [expr $level*10+$pier]
mass $nodeID $MassNode [expr $Usmall*$N/$g] [expr $Usmall*$N/$g] [expr $Usmall*$N/$g] [expr $Usmall*$N/$g] [expr $Usmall*$N/$g]; # define mass
set FloorWeight [expr $FloorWeight+$WeightNode];

}
puts $FloorWeight
lappend iFloorWeight $FloorWeight
set WeightTotal [expr $WeightTotal+ $FloorWeight]
set sumWiHi [expr $sumWiHi+$FloorWeight*($level-1)*$LCol]; # sum of storey weight times height, for lateral-load distribution
}
set MassTotal [expr $WeightTotal/$g]; # total mass
puts $MassTotal
# LATERAL-LOAD distribution for static pushover analysis
# calculate distribution of lateral load based on mass/weight distributions along building height
# Fj = WjHj/sum(WiHi) * Weight at each floor j
set iFj ""
for {set level 2} {$level <=[expr $NStory+1]} {incr level 1} { ;
set FloorWeight [lindex $iFloorWeight [expr $level-1-1]];
set FloorHeight [expr ($level-1)*$LCol];
set NodeFactor [expr $NBay+1];
lappend iFj [expr $FloorWeight*$FloorHeight/$sumWiHi/$NodeFactor*$WeightTotal]; # per node per floor
}
# create node and load vectors for lateral-load distribution in static analysis
set iFPush ""
set iNodePush ""
for {set level 2} {$level <=[expr $NStory+1]} {incr level 1} {
set FPush [lindex $iFj [expr $level-1-1]]; # lateral load coefficient
for {set pier 1} {$pier <= [expr $NBay+1]} {incr pier 1} {
set nodeID [expr $level*10+$pier]
lappend iNodePush $nodeID
lappend iFPush $FPush
}
}
##########################################################################################################################

#source rockgen6.tcl; #generate rock structure
#将框架结构与摇摆结构用刚性链杆连接起来
#set LinkN0 20000;#链杆识别码
#for {set level 2} {$level <=[expr $NStory+1]} {incr level 1} {;
# set elemID [expr $LinkN0 + $level*10 +$NBay];
# set nodeI [expr $M0 + $level*10 + $NBay+1];
# set nodeJ [expr $LNode + $level*10 + 1];
# #element truss $elemID $nodeI $nodeJ $BraceSecTag10;#链杆
# #rigidLink bar $nodeI $nodeJ;
#}
##加入钢阻尼器
#source fuse.tcl;
#set alphaS 0.1;
set alpha $alphaS;#调幅系数
#
# Define RECORDERS -------------------------------------------------------------
set FreeNodeID [expr ($NStory+1)*10+($NBay+1)]; # ID: free node
set SupportNodeFirst [lindex $iSupportNode 0]; # ID: first support node
set SupportNodeLast [lindex $iSupportNode [expr [llength $iSupportNode]-1]]; # ID: last support node
set FirstColumn [expr $N0col+1*10+1]; # ID: first column
set Recordbeam 221
#记录顶点位移时程
recorder Node -file $dataDir/DFree.out -time -node $FreeNodeID -dof 1 disp; # displacements of free node
#记录竖向各节点位移
recorder Node -file $dataDir/Node_disp.out -time -node 18 28 38 48 58 68 78 -dof 1 disp;#displacements of each floor
#recorder Node -file $dataDir/Node_vel.out -time -node 18 28 38 48 58 68 78 -dof 1 vel;#displacements of each floor
#recorder Node -file $dataDir/Node_accel.out -time -node 18 28 38 48 58 68 78 -dof 1 accel;#displacements of each floor
#recorder Node -file $dataDir/Node_fusedisp.out -time -node 30046 30066 30086 30106 30126 30146 30166 -dof 1 2 3 disp;#displacements of each floor
#recorder Node -file $dataDir/Node_fusereac.out -time -node 30046 30066 30086 30106 30126 30146 30166 -dof 1 2 3 reaction;#displacements of each floor
#记录一阶模态
#recorder Node -file $dataDir/Node_eigen.out -time -node 18 28 38 48 58 68 78 -dof 1 "eigen 1";
#记录每层的位移角(Di-Di-1)/H
#recorder Drift -file $dataDir/DrNode.out -time -iNode 18 28 38 48 -jNode 28 38 48 58 -dof 1 -perpDirn 2; # lateral drift

#recorder Node -file $dataDir/DBase.out -time -nodeRange $SupportNodeFirst $SupportNodeLast -dof 1 2 3 disp; # displacements of support nodes
recorder Node -file $dataDir/RBase.out -time -nodeRange 11 18 -dof 1 reaction; # support reaction
#recorder Drift -file $dataDir/DrNode.out -time -iNode $SupportNodeFirst -jNode $FreeNodeID -dof 1 -perpDirn 2; # lateral drift
recorder Element -file $dataDir/force50011.out -time -ele 50011 force; # element forces in local coordinates
recorder Element -file $dataDir/deformation50011.out -time -ele 50011 section fiber 0.1 0.1 deformation;
recorder Element -file $dataDir/stressStrain50011.out -time -ele 50011 section fiber 0.1 0.1 stressStrain;
#recorder Element -file $dataDir/force4007.out -time -ele 4007 localForce; # element forces in local coordinates
#recorder Element -file $dataDir/deformation4007.out -time -ele 4007 section 3 deformation;
#recorder Element -file $dataDir/force4008.out -time -ele 4008 localForce; # element forces in local coordinates
#recorder Element -file $dataDir/deformation4008.out -time -ele 4008 section 3 deformation;
#recorder Element -file $dataDir/force4009.out -time -ele 4009 localForce; # element forces in local coordinates
#recorder Element -file $dataDir/deformation4009.out -time -ele 4009 section 3 deformation;
#recorder Element -file $dataDir/force4010.out -time -ele 4010 localForce; # element forces in local coordinates
#recorder Element -file $dataDir/deformation4010.out -time -ele 4010 section 3 deformation;
#recorder Element -file $dataDir/force4011.out -time -ele 4011 localForce; # element forces in local coordinates
#recorder Element -file $dataDir/deformation4011.out -time -ele 4011 section 3 deformation;
#recorder Element -file $dataDir/force4012.out -time -ele 4012 localForce; # element forces in local coordinates
#recorder Element -file $dataDir/deformation4012.out -time -ele 4012 section 3 deformation;
#recorder Element -file $dataDir/force4013.out -time -ele 4013 localForce; # element forces in local coordinates
#recorder Element -file $dataDir/deformation4013.out -time -ele 4013 section 3 deformation;
#recorder Element -file $dataDir/force4014.out -time -ele 4014 localForce; # element forces in local coordinates
#recorder Element -file $dataDir/deformation4014.out -time -ele 4014 section 3 deformation;
#recorder Element -file $dataDir/force4015.out -time -ele 4015 basicForces; # element forces in local coordinates
#recorder Element -file $dataDir/deformation4015.out -time -ele 4015 deformation;
#recorder Element -file $dataDir/force4016.out -time -ele 4016 basicForces; # element forces in local coordinates
#recorder Element -file $dataDir/deformation4016.out -time -ele 4016 deformation;
################################################################################################
#recorder Element -file $dataDir/force10206.out -time -ele 10206 localForce; # element forces in local coordinates
#recorder Element -file $dataDir/deformation10206.out -time -ele 10206 section 3 deformation;
#recorder Element -file $dataDir/force10306.out -time -ele 10306 localForce; # element forces in local coordinates
#recorder Element -file $dataDir/deformation10306.out -time -ele 10306 section 3 deformation;
#recorder Element -file $dataDir/force10406.out -time -ele 10406 localForce; # element forces in local coordinates
#recorder Element -file $dataDir/deformation10406.out -time -ele 10406 section 3 deformation;
#recorder Element -file $dataDir/force10506.out -time -ele 10506 localForce; # element forces in local coordinates
#recorder Element -file $dataDir/deformation10506.out -time -ele 10506 section 3 deformation;
#recorder Element -file $dataDir/force10606.out -time -ele 10606 localForce; # element forces in local coordinates
#recorder Element -file $dataDir/deformation10606.out -time -ele 10606 section 3 deformation;
#recorder Element -file $dataDir/force10206.out -time -ele 10206 localForce; # element forces in local coordinates
#recorder Element -file $dataDir/deformation10206.out -time -ele 10206 section 3 deformation;
#recorder Element -file $dataDir/force10306.out -time -ele 10306 localForce; # element forces in local coordinates
#recorder Element -file $dataDir/deformation10306.out -time -ele 10306 section 3 deformation;
#recorder Element -file $dataDir/force10406.out -time -ele 10406 localForce; # element forces in local coordinates
#recorder Element -file $dataDir/deformation10406.out -time -ele 10406 section 3 deformation;
#recorder Element -file $dataDir/force10506.out -time -ele 10506 localForce; # element forces in local coordinates
#recorder Element -file $dataDir/deformation10506.out -time -ele 10506 section 3 deformation;
#recorder Element -file $dataDir/force10606.out -time -ele 10606 localForce; # element forces in local coordinates
#recorder Element -file $dataDir/deformation10606.out -time -ele 10606 section 3 deformation;
#recorder Element -file $dataDir/SSEle1sec310206.out -time -ele 10206 section 1 fiber 0 0 stressStrain; # steel fiber stress-strain, node i
#recorder Element -file $dataDir/SSEle1sec310306.out -time -ele 10306 section 1 fiber 0 0 stressStrain; # steel fiber stress-strain, node i
#recorder Element -file $dataDir/SSEle1sec310406.out -time -ele 10406 section 1 fiber 0 0 stressStrain; # steel fiber stress-strain, node i
#recorder Element -file $dataDir/SSEle1sec310506.out -time -ele 10506 section 1 fiber 0 0 stressStrain; # steel fiber stress-strain, node i
#recorder Element -file $dataDir/SSEle1sec310606.out -time -ele 10606 section 1 fiber 0 0 stressStrain; # steel fiber stress-strain, node i

#for {set level 2} {$level <=[expr $NStory+1]} {incr level 1} {;
# set elemID [expr $LinkN0 + $level*10 +$NBay];
# recorder Element -file $dataDir/force$elemID.out -time -ele $elemID basicForces; # element forces in local coordinates
# recorder Element -file $dataDir/deformation$elemID.out -time -ele $elemID deformation;#链杆
#}
##记录原结构支座反力
#recorder Node -file $dataDir/RBase.out -time -nodeRange 11 18 -dof 1 2 3 reaction; # support reaction
###记录摇摆结构支座反力
#recorder Node -file $dataDir/RBase_rock.out -time -node 1011 1012 301 -dof 1 2 3 reaction; # support reaction



#recorder Element -file $dataDir/ForceEle1sec1.out -time -ele $FirstColumn section 1 force; # section forces, axial and moment, node i
#recorder Element -file $dataDir/DefoEle1sec1.out -time -ele $FirstColumn section 1 deformation; # section deformations, axial and curvature, node i
#recorder Element -file $dataDir/ForceEle1sec$np.out -time -ele $FirstColumn section $np force; # section forces, axial and moment, node j
#recorder Element -file $dataDir/DefoEle1sec$np.out -time -ele $FirstColumn section $np deformation; # section deformations, axial and curvature, node j
#recorder Element -file $dataDir/SSEle1sec3col.out -time -ele $FirstColumn section 3 fiber [expr -($HCol/2-$cover)] [expr -($HCol/2-$cover)] $IDSteel stressStrain; # steel fiber stress-strain, node i
#recorder Element -file $dataDir/SSEle1sec3beam.out -time -ele $Recordbeam section 3 fiber [expr -($HBeam/2-$cover)] [expr -($BBeam/2-$cover)] $IDSteel stressStrain; # steel fiber stress-strain, node i
#
## Define DISPLAY -------------------------------------------------------------
DisplayModel2D ModeShape;#options: ModeShape , NodeNumbers , DeformedShape
#DisplayModel2D DeformedShape;#options: ModeShape , NodeNumbers , DeformedShape

# define GRAVITY -------------------------------------------------------------
# GRAVITY LOADS # define gravity load applied to beams and columns -- eleLoad applies loads in local coordinate axis
pattern Plain 1001 Linear {
for {set level 1} {$level <=$NStory} {incr level 1} {
for {set pier 1} {$pier <= [expr $NBay+1]} {incr pier 1} {
set elemID [expr $N0col + $level*10 +$pier]
set nodeID [expr $level*10+$pier]
eleLoad -ele $elemID -type -beamUniform 0 -$QdlCol; # COLUMNS
#load $nodeID 0.0 -[expr 200*$N] 0.0;
}
}
for {set level 1} {$level <=[expr $NStory+1]} {incr level 1} {
for {set bay 1} {$bay <= $NBay} {incr bay 1} {
set elemID [expr $N0beam + $level*10 +$bay]
eleLoad -ele $elemID -type -beamUniform -$QdlBeam; # BEAMS
}
}
}
# Gravity-analysis parameters -- load-controlled static analysis
set Tol 1.0e-6; # convergence tolerance for test
variable constraintsTypeGravity Plain; # default;
if { [info exists RigidDiaphragm] == 1} {
if {$RigidDiaphragm=="ON"} {
variable constraintsTypeGravity Lagrange; # large model: try Transformation
}; # if rigid diaphragm is on
}; # if rigid diaphragm exists
constraints $constraintsTypeGravity ; # how it handles boundary conditions
numberer Plain; # renumber dof's to minimize band-width (optimization), if you want to
system BandGeneral ; # how to store and solve the system of equations in the analysis (large model: try UmfPack)
test NormDispIncr $Tol 6 ; # determine if convergence has been achieved at the end of an iteration step
algorithm Newton; # use Newton's solution algorithm: updates tangent stiffness at every iteration
set NstepGravity 10; # apply gravity in 10 steps
set DGravity [expr 1./$NstepGravity]; # first load increment;
integrator LoadControl $DGravity; # determine the next time step for an analysis
analysis Static; # define type of analysis static or transient
analyze $NstepGravity; # apply gravity

# ------------------------------------------------- maintain constant gravity loads and reset time to zero
loadConst -time 0.0

puts "Model Built"
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