Hi,
I'm having some problems in the pushover analysis of a one-bay two-story braced frame. My code is based on Dr Terzic's script in the discovering Opensees seminar (http://opensees.berkeley.edu/wiki/index ... n_elements). I just add another story. The model is OK to run gravity analysis and eigenvalue analysis.
In the pushover analysis, I applied the load at the 2nd sotry to reach 1% of drift of 1st story. But there's some convergence problem. Interestingly, if I applied load at both 2 stories and still tries to have 1% of drift of the 1st story, there is no convergence problem; the compression brace in the 1st story buckles. I played with lots of analysis parameters but still have problem in the first case. In the first case, due to the load pattern, the braces at both two stories should buckle. It seems Opensees is not allowing that to happen.
Does any knows what's going on here? We know the 1 story model works but why not this 2 story model?
Bellow is the script and the link to my files (please run SCBF_3D_2story.tcl).
Thanks a lot for your help!
https://www.dropbox.com/s/9qupojfghbgn1 ... Dmodel.zip
# --------------------------------------------------------------------------------------------------
# 3D model of 2-Story 1-Bay Special Concentric Braced Frame - dynamic and pushover analysis
#---------------------------------------------------------------------------------------------------
# Braces are defined with 10 force-based beam-column elements (with 3 IPs)
# Gusset plates are modeled with: (i) force based beam-column elements (with 2 IPs), (ii) rotational hinge, (iii) pin
# Rigid portions of gusset plates, beams and columns are modeled with elastic elements.
# Geometric imperfection of braces is parabolic in shape, out-of-plane, with the inital imperfection in the middle of the brace of Leff/1000.
# Beams and columns are modeled with force-based beam-column elements
# 7
# 6 -_____-_____- 8
# | / \ |
# | / \ |
# | / \ |
# | / \ |
# |/ 4 \|
# 3 -_____-_____- 5
# | / \ |
# | / \ |
# | / \ |
# | / \ | node numbering
# |/ \|
# 1 - - 2
# Units: kips, inches, seconds
# Element ID conventions:
# 1x = frame columns
# 2a = frame beams
# 3a00 = braces
# 4ab = gusset plates
# 5a, 6a, 7ab = rigid elements of beams, columns and braces
#
# where:
# x = Pier #
# a, b = integers describing the location (see description where elements are defined)
#-------------------------------------------------------------------------------------------------------
foreach GP_Model { "RH" } {
# GP stands for gusset plate connection model based on Uriz report: PEER 2008/08
# RH stands for gusset plate connection model that uses rotational spring based on: Po-Chien Hsiao, Dawn E. Lehman, Charles W. Roeder, (2012), "Improved analytical model for special concentrically braced frames", Journal of Constructional Steel Research 73 (21012) 80-94
# pin stands for pinned gusset plate connection
###################################################################################################
# Set Up & Source Definition
###################################################################################################
wipe; # clear memory of past model definitions
model BasicBuilder -ndm 3 -ndf 6; # Define the model builder, ndm = #dimension, ndf = #dofs
source WSection3D.tcl; # procedure for creating standard steel W section
source HSSsection3D.tcl; # procedure for creating standard steel HSS section
source GPsection3D.tcl; # procedure for creating gusset plate section
###################################################################################################
# Define Analysis Type and create output folder
###################################################################################################
# Define type of analysis: "pushover" = pushover; "dynamic" = dynamic
set analysisType "pushover";
if {$analysisType == "pushover"} {
if { $GP_Model == "GP" } {
set dataDir Pushover-Output-GP; # name of output folder
} elseif { $GP_Model == "RH" } {
set dataDir Pushover-Output-RH;
} else {
set dataDir Pushover-Output-pin
}
file mkdir $dataDir; # create output folder
}
if {$analysisType == "dynamic"} {
if { $GP_Model == "GP" } {
set dataDir Dynamic-Output-GP-10El-EQ20; # name of output folder
} elseif { $GP_Model == "RH" } {
set dataDir Dynamic-Output-RH-10El-EQ20;
} else {
set dataDir Dynamic-Output-pin-10El-EQ20
}
set subDir1 DriftAcceleration
set subDir2 ForceDeformation
file mkdir $dataDir/$subDir1; # create output folder
file mkdir $dataDir/$subDir2;
}
###################################################################################################
# Define Building Geometry, Nodes, and Constraints
###################################################################################################
# define structure-geometry parameters
set WBay 360.; # bay width in inches
set HStory 180.; # 1st story height in inches
# calculate locations frame nodes:
set Pier1 0.0; # leftmost column line
set Pier2 [expr $Pier1 + $WBay];
set Floor1 0.0; # ground floor
set Floor2 [expr $Floor1 + $HStory];
set Floor3 [expr $Floor1 + 2*$HStory];
# joint offset distance for beams, columns, and braces (from gusset plate geometry)
set jOff_col_b 44.81; # joint offset at the bottom of the column (gusset-plate conection)
set jOff_beam_m 50.56; # joint offset from the middle node of beam (gusset-plate conection)
set jOff_brace_b 26.2; # joint offset at the bottom of a braces in X and Y direction (from work point to yield line)
set jOff_brace_t 31.95; # joint offset at the top of a brace in X and Y direction (from work point to yield line)
set jOff_beam_e 7.61; # joint offset for the beam at its ends (from column centerline to the shear tab hinge line)
set jOff_col_t 13.355; # joint offset for a column at the beam-column conection (Dbeam/2)
# end node ofsets of the braces (from a work point to the beginning of the brace)
set nOff_brace_b 28.68; # bottom of a brace in X and Y direction
set nOff_brace_t 34.43; # top of a brace in X and Y direction
# brace effective lenght, number of elements per braace, and initial imperfection
set PI [expr 2.*asin(1.0)]
set alpha [expr $PI/4.]
set Leff [expr ($WBay/2.)/cos($alpha)-$nOff_brace_b/cos($alpha)-$nOff_brace_t/cos($alpha)]; #effective brace lenght
set noEle 10; # number of elements per brace
set p_ratio 1000.; #coresponds to 0.05% of the effective lenght
set p [expr 1./$p_ratio*$Leff]; #imperfection of the brace
# floor masses
set g 386.4; # acceleration due to gravity
set NodalMass2H 2.513; # horizontal mass
set NodalMass2V 0.21; # veritcal mass
# define nodes and assign masses to beam-column intersections of frame
# command: node nodeID xcoord ycoord -mass mass_dof1 mass_dof2 mass_dof3
node 1 $Pier1 $Floor1 0.0;
node 2 $Pier2 $Floor1 0.0;
node 3 $Pier1 $Floor2 0.0 -mass [expr $NodalMass2H/3.] [expr $NodalMass2V*0.375] 0.0 0.0 0.0 0.0;
node 4 [expr $WBay/2.0] $Floor2 0.0 -mass [expr $NodalMass2H/3.] [expr $NodalMass2V*0.25] 0.0 0.0 0.0 0.0;
node 5 $Pier2 $Floor2 0.0 -mass [expr $NodalMass2H/3.] [expr $NodalMass2V*0.375] 0.0 0.0 0.0 0.0;
node 6 $Pier1 $Floor3 0.0 -mass [expr $NodalMass2H/3.] [expr $NodalMass2V*0.375] 0.0 0.0 0.0 0.0;
node 7 [expr $WBay/2.0] $Floor3 0.0 -mass [expr $NodalMass2H/3.] [expr $NodalMass2V*0.25] 0.0 0.0 0.0 0.0;
node 8 $Pier2 $Floor3 0.0 -mass [expr $NodalMass2H/3.] [expr $NodalMass2V*0.375] 0.0 0.0 0.0 0.0;
# define extra nodes in the beam
# at shear tabs (pin connection)
node 321 [expr $Pier1+$jOff_beam_e] $Floor2 0.0
node 322 [expr $Pier1+$jOff_beam_e] $Floor2 0.0
node 521 [expr $Pier2-$jOff_beam_e] $Floor2 0.0
node 522 [expr $Pier2-$jOff_beam_e] $Floor2 0.0
node 621 [expr $Pier1+$jOff_beam_e] $Floor3 0.0
node 622 [expr $Pier1+$jOff_beam_e] $Floor3 0.0
node 821 [expr $Pier2-$jOff_beam_e] $Floor3 0.0
node 822 [expr $Pier2-$jOff_beam_e] $Floor3 0.0
# at gusset plate conection
node 421 [expr $WBay/2.0-$jOff_beam_m] $Floor2 0.0
node 422 [expr $WBay/2.0+$jOff_beam_m] $Floor2 0.0
node 721 [expr $WBay/2.0-$jOff_beam_m] $Floor3 0.0
node 722 [expr $WBay/2.0+$jOff_beam_m] $Floor3 0.0
# define extra nodes in the columns
# nodes at the base
node 11 $Pier1 [expr $Floor1+$jOff_col_b] 0.0
node 21 $Pier2 [expr $Floor1+$jOff_col_b] 0.0
node 311 $Pier1 [expr $Floor2+$jOff_col_b] 0.0
node 511 $Pier2 [expr $Floor2+$jOff_col_b] 0.0
# nodes at the beam-column conection
node 31 $Pier1 [expr $Floor2-$jOff_col_t] 0.0
node 51 $Pier2 [expr $Floor2-$jOff_col_t] 0.0
node 61 $Pier1 [expr $Floor3-$jOff_col_t] 0.0
node 81 $Pier2 [expr $Floor3-$jOff_col_t] 0.0
# define extra nodes for rigid links in the braces:
if { $GP_Model == "GP" } {
node 13 [expr $Pier1+$jOff_brace_b] [expr $Floor1+$jOff_brace_b] 0.0
node 431 [expr $Pier1+$WBay/2.0-$jOff_brace_t] [expr $Floor2-$jOff_brace_t] 0.0
node 23 [expr $Pier2-$jOff_brace_b] [expr $Floor1+$jOff_brace_b] 0.0
node 432 [expr $Pier2-$WBay/2.0+$jOff_brace_t] [expr $Floor2-$jOff_brace_t] 0.0
} else {
node 13 [expr $Pier1+$nOff_brace_b] [expr $Floor1+$nOff_brace_b] 0.0
node 431 [expr $Pier1+$WBay/2.0-$nOff_brace_t] [expr $Floor2-$nOff_brace_t] 0.0
node 23 [expr $Pier2-$nOff_brace_b] [expr $Floor1+$nOff_brace_b] 0.0
node 432 [expr $Pier2-$WBay/2.0+$nOff_brace_t] [expr $Floor2-$nOff_brace_t] 0.0
node 33 [expr $Pier1+$nOff_brace_b] [expr $Floor2+$nOff_brace_b] 0.0
node 731 [expr $Pier1+$WBay/2.0-$nOff_brace_t] [expr $Floor3-$nOff_brace_t] 0.0
node 53 [expr $Pier2-$nOff_brace_b] [expr $Floor2+$nOff_brace_b] 0.0
node 732 [expr $Pier2-$WBay/2.0+$nOff_brace_t] [expr $Floor3-$nOff_brace_t] 0.0
}
# define extra nodes along the braces:
#----------------------------------------------
# nodeID convention: "3acd" where and a = left or right
# "a" convention: 1 = left; 2 = right;
# cd = node numbering for the brace (can be between 1 and 99)
# nodes of the left brace of storey 1
# puts "brace 1"
set orient "pos"
set shift 3100
set Xi [expr $Pier1+$nOff_brace_b]; # x coordinate of node 3101
set Yi [expr $Floor1+$nOff_brace_b]; # y coordinate of node 3101
set Zi 0.0
set eleL [expr $Leff/$noEle]
for { set i 1 } { $i <= [expr $noEle+1] } { incr i} {
#local coordinates
set xm [expr $eleL*($i-1)]
set ym 0.0
set zm [expr 4.*$p/$Leff*$xm*(1.-$xm/$Leff)];
#global coordinates
if {$orient == "pos"} {
set Xm [expr $Xi+cos($alpha)*$xm];
set Ym [expr $Yi+sin($alpha)*$xm];
set Zm [expr $Zi+$zm];
} else {
set Xm [expr $Xi-cos($alpha)*$xm];
set Ym [expr $Yi+sin($alpha)*$xm];
set Zm [expr $Zi+$zm];
}
if { $i == [expr $noEle+1] } {
set Xm [expr $Pier1+$WBay/2.0-$nOff_brace_t]; # x coordinate of the last node
set Ym [expr $Floor2-$nOff_brace_t]; # y coordinate of the last node
set Zm 0.0
}
#define nodes
node [expr $shift+$i] $Xm $Ym $Zm
#puts "node: [expr $shift+$i] $Xm $Ym $Zm"
}
# nodes of the left brace of storey 2
# puts "brace 3"
set orient "pos"
set shift 3300
set Xi [expr $Pier1+$nOff_brace_b]; # x coordinate of node 3301
set Yi [expr $Floor2+$nOff_brace_b]; # y coordinate of node 3301
set Zi 0.0
set eleL [expr $Leff/$noEle]
for { set i 1 } { $i <= [expr $noEle+1] } { incr i} {
#local coordinates
set xm [expr $eleL*($i-1)]
set ym 0.0
set zm [expr 4.*$p/$Leff*$xm*(1.-$xm/$Leff)];
#global coordinates
if {$orient == "pos"} {
set Xm [expr $Xi+cos($alpha)*$xm];
set Ym [expr $Yi+sin($alpha)*$xm];
set Zm [expr $Zi+$zm];
} else {
set Xm [expr $Xi-cos($alpha)*$xm];
set Ym [expr $Yi+sin($alpha)*$xm];
set Zm [expr $Zi+$zm];
}
if { $i == [expr $noEle+1] } {
set Xm [expr $Pier1+$WBay/2.0-$nOff_brace_t]; # x coordinate of the last node
set Ym [expr $Floor3-$nOff_brace_t]; # y coordinate of the last node
set Zm 0.0
}
#define nodes
node [expr $shift+$i] $Xm $Ym $Zm
#puts "node: [expr $shift+$i] $Xm $Ym $Zm"
}
# nodes of the right brace of storey 1
# puts "brace 2"
set orient "neg"
set shift 3200
set Xi [expr $Pier2-$nOff_brace_b]; # x coordinate of node 3201
set Yi [expr $Floor1+$nOff_brace_b]; # y coordinate of node 3201
set Zi 0.0
for { set i 1 } { $i <= [expr $noEle+1] } { incr i} {
#local coordinates
set xm [expr $eleL*($i-1)]
set ym 0.0
set zm [expr 4.*$p/$Leff*$xm*(1.-$xm/$Leff)];
#global coordinates
if {$orient == "pos"} {
set Xm [expr $Xi+cos($alpha)*$xm];
set Ym [expr $Yi+sin($alpha)*$xm];
set Zm [expr $Zi+$zm];
} else {
set Xm [expr $Xi-cos($alpha)*$xm];
set Ym [expr $Yi+sin($alpha)*$xm];
set Zm [expr $Zi+$zm];
}
if { $i == [expr $noEle+1] } {
set Xm [expr $Pier2-$WBay/2.0+$nOff_brace_t]; # x coordinate of the last node
set Ym [expr $Floor2-$nOff_brace_t]; # y coordinate of of the last node
set Zm 0.0
}
#define nodes
node [expr $shift+$i] $Xm $Ym $Zm
#puts "node: [expr $shift+$i] $Xm $Ym $Zm"
}
# nodes of the right brace of storey 2
# puts "brace 4"
set orient "neg"
set shift 3400
set Xi [expr $Pier2-$nOff_brace_b]; # x coordinate of node 3401
set Yi [expr $Floor2+$nOff_brace_b]; # y coordinate of node 3401
set Zi 0.0
for { set i 1 } { $i <= [expr $noEle+1] } { incr i} {
#local coordinates
set xm [expr $eleL*($i-1)]
set ym 0.0
set zm [expr 4.*$p/$Leff*$xm*(1.-$xm/$Leff)];
#global coordinates
if {$orient == "pos"} {
set Xm [expr $Xi+cos($alpha)*$xm];
set Ym [expr $Yi+sin($alpha)*$xm];
set Zm [expr $Zi+$zm];
} else {
set Xm [expr $Xi-cos($alpha)*$xm];
set Ym [expr $Yi+sin($alpha)*$xm];
set Zm [expr $Zi+$zm];
}
if { $i == [expr $noEle+1] } {
set Xm [expr $Pier2-$WBay/2.0+$nOff_brace_t]; # x coordinate of the last node
set Ym [expr $Floor3-$nOff_brace_t]; # y coordinate of of the last node
set Zm 0.0
}
#define nodes
node [expr $shift+$i] $Xm $Ym $Zm
#puts "node: [expr $shift+$i] $Xm $Ym $Zm"
}
# assign boundary condidtions
#-------------------------------------------------------
# command: fix nodeID dxFixity dyFixity rzFixity
# fixity values: 1 = constrained; 0 = unconstrained
# fix the base of the frame;
fix 1 1 1 1 1 1 1;
fix 2 1 1 1 1 1 1;
# fix the displacement of the frame in z direction and rotation in X & Y dir.
# beam nodes
fix 3 0 0 1 0 1 0
fix 4 0 0 1 1 0 0
fix 5 0 0 1 0 1 0
fix 6 0 0 1 0 1 0
fix 7 0 0 1 1 0 0
fix 8 0 0 1 0 1 0
# define constraints for pined beam-to-column connection
equalDOF 322 321 1 2 3 4 5
equalDOF 522 521 1 2 3 4 5
equalDOF 622 621 1 2 3 4 5
equalDOF 822 821 1 2 3 4 5
# define constraints for zeroLenght elements used to model out of plane rotational hinge
if { $GP_Model == "RH" || $GP_Model == "pin" } {
equalDOF 13 3101 1 2 3 6
equalDOF 23 3201 1 2 3 6
equalDOF 431 [expr 3101+$noEle] 1 2 3 6
equalDOF 432 [expr 3201+$noEle] 1 2 3 6
equalDOF 33 3301 1 2 3 6
equalDOF 53 3401 1 2 3 6
equalDOF 731 [expr 3301+$noEle] 1 2 3 6
equalDOF 732 [expr 3401+$noEle] 1 2 3 6
}
###################################################################################################
# Define Materials and Sections
###################################################################################################
# define material for nonlinear beams and columns
set matID_BC 1
set matID_fatBC 2
set Es 29000.0; # modulus of elasticity for steel
set Fy 50.0; # yield stress of steel
set b 0.003; # strain hardening ratio
uniaxialMaterial Steel02 $matID_BC $Fy $Es $b 20 0.925 0.15 0.0005 0.01 0.0005 0.01
uniaxialMaterial Fatigue $matID_fatBC $matID_BC
# define material for braces
set matID_Brace 3
set matID_fatBrace 4
set Fy_b 46.0; # yield stress of steel
set E0 0.095
set m -0.5
uniaxialMaterial Steel02 $matID_Brace $Fy_b $Es $b 20 0.925 0.15 0.0005 0.01 0.0005 0.01
uniaxialMaterial Fatigue $matID_fatBrace $matID_Brace -E0 $E0 -m $m -min -1.0 -max 0.04
#uniaxialMaterial Fatigue $matID_fatBrace $matID_Brace -E0 $E0 -m $m
# define material for gusset plates
# GP_Model == GP
set matID_GP 5
set Fy_gp 50.0
uniaxialMaterial Steel02 $matID_GP $Fy_gp $Es $b 20 0.925 0.15 0.0005 0.01 0.0005 0.01
# GP_Model == RH
# out-of-plane rotational hinge (dir 5 in local coordinate system)
set matID_RHb 11
set matID_RHt 12
set My_b 772.
set My_t 772.
set Krot_b 18045.12
set Krot_t 15571.02
set b 0.01
uniaxialMaterial Steel02 $matID_RHb $My_b $Krot_b $b 20 0.925 0.15 0.0005 0.01 0.0005 0.01
uniaxialMaterial Steel02 $matID_RHt $My_t $Krot_t $b 20 0.925 0.15 0.0005 0.01 0.0005 0.01
# torsional rotation (dir 4 in local coordinate system)
set matID_RH_tors 13
uniaxialMaterial Elastic $matID_RH_tors 10.e7
# free rotation simulating pin connection (dir 5 in local coordinate system)
set matID_pin 14
uniaxialMaterial Elastic $matID_pin 10.e-7
# define material for ghost truss
set matID_GT 6
uniaxialMaterial Elastic $matID_GT 100.0
# define material for rigid truss elements
set matID_RT 7
uniaxialMaterial Elastic $matID_RT $Es
# define sections
#-----------------
set secTagC 10
set secTagB 20
set secTagBr 30
set secTagGPb 40
set secTagGPt 50
# command: WSection3D secID matID matTorsion d bf tf tw nfdw nftw nfbf nftf J
# column: W14x176
WSection3D $secTagC $matID_fatBC $secTagC 15.22 15.65 1.31 0.83 8 2 8 4 26.5
# beam: W27x84
WSection3D $secTagB $matID_fatBC $secTagB 26.71 9.96 0.64 0.46 8 2 8 4 2.81
# define sections for braces
# command: HSSsection3D secID matID matTorsion d t nfdy nfty nfdz nftz
# HSS10x10x0.625
HSSsection3D $secTagBr $matID_fatBrace $secTagBr 10. 0.625 5 4 5 2
# define sections for gusset plates
# command: GPsection3D secID matID matTorsion d t nfd nft
# bottom of the brace
GPsection3D $secTagGPb $matID_GP $secTagGPb 49. 1.375 8 8
# top of the brace
GPsection3D $secTagGPt $matID_GP $secTagGPt 49. 1.375 8 8
###################################################################################################
# Define Geometric Transformation
###################################################################################################
set transfTag_C 1
set transfTag_Brace 2
set transfTag_B 3
# rigid links of columns; columns
geomTransf PDelta $transfTag_C 0 0 1
# braces, gusset plates
geomTransf Corotational $transfTag_Brace 0 0 1
# beams
geomTransf PDelta $transfTag_B 0 0 1
###################################################################################################
# Define Elements
###################################################################################################
set tol 1.e-8
set maxIter 10
# define columns of a braced frame:
#----------------------------------
# eleID convention: "1x", 1 = column, x=Pier #
# command arguments: $eleID $iNode $jNode $numIntgrPts $secTag $transfTag
element forceBeamColumn 11 11 31 4 $secTagC $transfTag_C -iter $maxIter $tol
element forceBeamColumn 12 21 51 4 $secTagC $transfTag_C -iter $maxIter $tol
element forceBeamColumn 13 311 61 4 $secTagC $transfTag_C -iter $maxIter $tol
element forceBeamColumn 14 511 81 4 $secTagC $transfTag_C -iter $maxIter $tol
# define beams of a braced frame:
#--------------------------------
# eleID convention: "2a", 2 = beam, a = location of the beam
# "a" convention: 1 = left; 2 = right;
# command arguments: $eleID $iNode $jNode $numIntgrPts $secTag $transfTag
element forceBeamColumn 21 322 421 3 $secTagB $transfTag_B -iter $maxIter $tol
element forceBeamColumn 22 422 522 3 $secTagB $transfTag_B -iter $maxIter $tol
element forceBeamColumn 23 622 721 3 $secTagB $transfTag_B -iter $maxIter $tol
element forceBeamColumn 24 722 822 3 $secTagB $transfTag_B -iter $maxIter $tol
# define braces:
#----------------
# eleID convention: "3acd", 3 = brace, a = location of the brace
# "a" convention: 1 = left brace; 2 = right brace;
# cd = element numbering for the brace (can be between 1 and 99)
# command arguments: $eleID $iNode $jNode $numIntgrPts $secTag $transfTag
set NIP 3
# storey 1 - left brace
set shift 3100
for { set i 1 } { $i <= [expr $noEle] } { incr i} {
element forceBeamColumn [expr $shift+$i] [expr $shift+$i] [expr $shift+$i+1] $NIP $secTagBr $transfTag_Brace -iter $maxIter $tol
}
# storey 1 - right brace
set shift 3200
for { set i 1 } { $i <= [expr $noEle] } { incr i} {
element forceBeamColumn [expr $shift+$i] [expr $shift+$i] [expr $shift+$i+1] $NIP $secTagBr $transfTag_Brace -iter $maxIter $tol
}
# storey 2 - left brace
set shift 3300
for { set i 1 } { $i <= [expr $noEle] } { incr i} {
element forceBeamColumn [expr $shift+$i] [expr $shift+$i] [expr $shift+$i+1] $NIP $secTagBr $transfTag_Brace -iter $maxIter $tol
}
# storey 2 - right brace
set shift 3400
for { set i 1 } { $i <= [expr $noEle] } { incr i} {
element forceBeamColumn [expr $shift+$i] [expr $shift+$i] [expr $shift+$i+1] $NIP $secTagBr $transfTag_Brace -iter $maxIter $tol
}
# define gusset plates:
#----------------------
if { $GP_Model == "GP" } {
# eleID convention: "4ab", 4 = gusset plate, a, b = location of the gusset plate
# "a" convention: 1 = left brace; 2 = right brace;
# "b" convention: 1 = bottom; 2 = top
# command arguments: $eleID $iNode $jNode $numIntgrPts $secTag $transfTag
set NIP 2
# left brace
set shift 3100
element forceBeamColumn 411 13 [expr $shift+1] $NIP $secTagGPb $transfTag_Brace
element forceBeamColumn 412 [expr $shift+$noEle+1] 431 $NIP $secTagGPt $transfTag_Brace
# right brace
set shift 3200
element forceBeamColumn 421 23 [expr $shift+1] $NIP $secTagGPb $transfTag_Brace
element forceBeamColumn 422 [expr $shift+$noEle+1] 432 $NIP $secTagGPt $transfTag_Brace
} elseif { $GP_Model == "RH" } {
# command arguemnts: $eleTag $iNode $jNode -mat $matTag1 $matTag2 ... -dir $dir1 $dir2
# left brace
set shift 3100
element zeroLength 411 13 [expr $shift+1] -mat $matID_RH_tors $matID_RHb -dir 4 5 -orient 1 1 0 -1 1 0
element zeroLength 412 [expr $shift+$noEle+1] 431 -mat $matID_RH_tors $matID_RHt -dir 4 5 -orient 1 1 0 -1 1 0
set shift 3300
element zeroLength 431 33 [expr $shift+1] -mat $matID_RH_tors $matID_RHb -dir 4 5 -orient 1 1 0 -1 1 0
element zeroLength 432 [expr $shift+$noEle+1] 731 -mat $matID_RH_tors $matID_RHt -dir 4 5 -orient 1 1 0 -1 1 0
# right brace
set shift 3200
element zeroLength 421 23 [expr $shift+1] -mat $matID_RH_tors $matID_RHb -dir 4 5 -orient -1 1 0 -1 -1 0
element zeroLength 422 [expr $shift+$noEle+1] 432 -mat $matID_RH_tors $matID_RHt -dir 4 5 -orient -1 1 0 -1 -1 0
set shift 3400
element zeroLength 441 53 [expr $shift+1] -mat $matID_RH_tors $matID_RHb -dir 4 5 -orient -1 1 0 -1 -1 0
element zeroLength 442 [expr $shift+$noEle+1] 732 -mat $matID_RH_tors $matID_RHt -dir 4 5 -orient -1 1 0 -1 -1 0
} else {
# command arguemnts: $eleTag $iNode $jNode -mat $matTag1 $matTag2 ... -dir $dir1 $dir2
# left brace
set shift 3100
element zeroLength 411 13 [expr $shift+1] -mat $matID_RH_tors $matID_pin -dir 4 5 -orient 1 1 0 -1 1 0
element zeroLength 412 [expr $shift+$noEle+1] 431 -mat $matID_RH_tors $matID_pin -dir 4 5 -orient 1 1 0 -1 1 0
# right brace
set shift 3200
element zeroLength 421 23 [expr $shift+1] -mat $matID_RH_tors $matID_pin -dir 4 5 -orient -1 1 0 -1 -1 0
element zeroLength 422 [expr $shift+$noEle+1] 432 -mat $matID_RH_tors $matID_pin -dir 4 5 -orient -1 1 0 -1 -1 0
}
# define rigid links:
#-----------------------
set Jrigid 1.0e4
set G [expr $Es/2.0/(1+0.3)]
#braces
#-----------
set Arigid [expr 25.7*10.]; # area of the brace multiplied by 10
set Irigid [expr 548.*10]; # I of the brace multiplied by 10
# eleID convention: "5xa", 5 = rigid link for braces, a = location of the rigid link
# "a" convention: 1 = left-botom; 2 = left-top; 3 = right-bottom; 4 = right-top;
# comand arguemnts: $eleTag $iNode $jNode $A $E $G $J $Iy $Iz $transfTag
element elasticBeamColumn 51 1 13 $Arigid $Es $G $Jrigid $Irigid $Irigid $transfTag_Brace
element elasticBeamColumn 52 431 4 $Arigid $Es $G $Jrigid $Irigid $Irigid $transfTag_Brace
element elasticBeamColumn 53 2 23 $Arigid $Es $G $Jrigid $Irigid $Irigid $transfTag_Brace
element elasticBeamColumn 54 432 4 $Arigid $Es $G $Jrigid $Irigid $Irigid $transfTag_Brace
element elasticBeamColumn 55 3 33 $Arigid $Es $G $Jrigid $Irigid $Irigid $transfTag_Brace
element elasticBeamColumn 56 731 7 $Arigid $Es $G $Jrigid $Irigid $Irigid $transfTag_Brace
element elasticBeamColumn 57 5 53 $Arigid $Es $G $Jrigid $Irigid $Irigid $transfTag_Brace
element elasticBeamColumn 58 732 7 $Arigid $Es $G $Jrigid $Irigid $Irigid $transfTag_Brace
#beams
#-----------
set Arigid [expr 24.7*10.]; # area of the beam multiplied by 10
set IrigidZ [expr 2850.*10]; # Iz of the beam multiplied by 10
set IrigidY [expr 106.*10]; # Iy of the beam multiplied by 10
# eleID convention: "6a", 6 = rigid link of beams, , a = location of the rigid link
# "a" convention: 1 = left; 2 = right; 3 = left-middle; 4 = right-middle;
# comand arguemnts: $eleTag $iNode $jNode $A $E $G $J $Iy $Iz $transfTag
element elasticBeamColumn 61 3 321 $Arigid $Es $G $Jrigid $IrigidY $IrigidZ $transfTag_B
element elasticBeamColumn 62 521 5 $Arigid $Es $G $Jrigid $IrigidY $IrigidZ $transfTag_B
element elasticBeamColumn 63 421 4 $Arigid $Es $G $Jrigid $IrigidY $IrigidZ $transfTag_B
element elasticBeamColumn 64 4 422 $Arigid $Es $G $Jrigid $IrigidY $IrigidZ $transfTag_B
element elasticBeamColumn 65 6 621 $Arigid $Es $G $Jrigid $IrigidY $IrigidZ $transfTag_B
element elasticBeamColumn 66 821 8 $Arigid $Es $G $Jrigid $IrigidY $IrigidZ $transfTag_B
element elasticBeamColumn 67 721 7 $Arigid $Es $G $Jrigid $IrigidY $IrigidZ $transfTag_B
element elasticBeamColumn 68 7 722 $Arigid $Es $G $Jrigid $IrigidY $IrigidZ $transfTag_B
#columns
#-----------
set Arigid [expr 51.8*10.]; # area of the column multiplied by 10
set IrigidZ [expr 2140.*10]; # Iz of the column multiplied by 10
set IrigidY [expr 838.*10]; # Iy of the column multiplied by 10
# eleID convention: "7xa", 7 = rigid link of columns, x = pier #, a = location of the rigid link
# "a" convention: 1 = botom; 2 = top;
# comand arguemnts: $eleTag $iNode $jNode $A $E $G $J $Iy $Iz $transfTag
element elasticBeamColumn 711 1 11 $Arigid $Es $G $Jrigid $IrigidY $IrigidZ $transfTag_C
element elasticBeamColumn 712 31 3 $Arigid $Es $G $Jrigid $IrigidY $IrigidZ $transfTag_C
element elasticBeamColumn 721 2 21 $Arigid $Es $G $Jrigid $IrigidY $IrigidZ $transfTag_C
element elasticBeamColumn 722 51 5 $Arigid $Es $G $Jrigid $IrigidY $IrigidZ $transfTag_C
element elasticBeamColumn 731 3 311 $Arigid $Es $G $Jrigid $IrigidY $IrigidZ $transfTag_C
element elasticBeamColumn 732 61 6 $Arigid $Es $G $Jrigid $IrigidY $IrigidZ $transfTag_C
element elasticBeamColumn 751 5 511 $Arigid $Es $G $Jrigid $IrigidY $IrigidZ $transfTag_C
element elasticBeamColumn 752 81 8 $Arigid $Es $G $Jrigid $IrigidY $IrigidZ $transfTag_C
# ghost trusses to the braces (with very small stiffness) to diminish convergence problems
#------------------------------
set Agt 0.05; #truss area
# braces
element corotTruss 81 3101 [expr 3101+$noEle] $Agt $matID_GT
element corotTruss 82 3201 [expr 3201+$noEle] $Agt $matID_GT
element corotTruss 83 3301 [expr 3301+$noEle] $Agt $matID_GT
element corotTruss 84 3401 [expr 3401+$noEle] $Agt $matID_GT
# add rigid truss elemnts to assure that the beam nodes move horizontaly together
#--------------------------------------------------------------------------------
set ArigidT 1000.0; # define area of truss section (make much larger than A of frame elements)
# command: element truss $eleID $iNode $jNode $A $materialID
element truss 91 3 4 $ArigidT $matID_RT;
element truss 92 4 5 $ArigidT $matID_RT;
element truss 93 6 7 $ArigidT $matID_RT;
element truss 94 7 8 $ArigidT $matID_RT;
############################################
# Display the model
############################################
recorder display "Model" 10 10 500 500 -wipe
prp 0 0 50
vup 0 1 0
vpn 2 -1 1
display 1 2 10
############################################################################
# Gravity Loads & Gravity Analysis
############################################################################
pattern Plain 101 Linear {
# distributed loads
#eleLoad -ele $eleTag1 <$eleTag2 ....> -type -beamUniform $Wz <$Wx>
set MgF [expr $WBay/($WBay-2.*$jOff_beam_m-2.*$jOff_beam_e)]; # magnifying factor to accont for the load that can not be applied on the rigid portions of elements
set dl_F2 [expr -0.11238*$MgF]; # distributed load at Floor 2
# Floor 2 loads
eleLoad -ele 21 22 -type -beamUniform $dl_F2 0.0
}
# Gravity-analysis: load-controlled static analysis
set Tol 1.0e-6; # convergence tolerance for test
constraints Plain; # how it handles boundary conditions
#constraints Penalty 1.0e15 1.0e15;
numberer RCM; # renumber dof's to minimize band-width (optimization)
system BandGeneral; # how to store and solve the system of equations in the analysis (large model: try UmfPack)
test NormDispIncr $Tol 10; # determine if convergence has been achieved at the end of an iteration step
algorithm Newton ; # use Newton's solution algorithm: updates tangent stiffness at every iteration
set NstepGravity 10; # apply gravity in 10 steps
set DGravity [expr 1.0/$NstepGravity]; # load increment
integrator LoadControl $DGravity; # determine the next time step for an analysis
analysis Static; # define type of analysis static or transient
analyze $NstepGravity; # apply gravity
# maintain constant gravity loads and reset time to zero
loadConst -time 0.0
puts "Model Built"
############################################################################
# Pushover Analysis #
############################################################################
if {$analysisType == "pushover"} {
puts "Running Pushover..."
# assign lateral loads and create load pattern: use ASCE 7-10 distribution
pattern Plain 200 Linear {
load 6 0.5 0.0 0.0 0.0 0.0 0.0 ;
load 8 0.5 0.0 0.0 0.0 0.0 0.0 ;
}
# recorde disp at node 3 and reactions at the bottom nodels
recorder Node -file "$dataDir/node3D.out" -time -node 3 -dof 1 disp
recorder Node -file "$dataDir/reactions.out" -time -node 1 2 -dof 1 reaction
# displacement parameters
set IDctrlNode 3; # node where disp is read for disp control
set IDctrlDOF 1; # degree of freedom read for disp control (1 = x displacement)
set Dmax [expr 0.01*$HStory]; # maximum displacement of pushover
set Dincr [expr $Dmax/1000.]; # displacement increment
# pushover analysis commands
constraints Plain;
# constraints Lagrange
numberer RCM;
system BandGeneral;
test NormUnbalance 1.0e-6 10;
# algorithm Newton;
algorithm NewtonLineSearch -type Secant;
integrator DisplacementControl $IDctrlNode $IDctrlDOF $Dincr;
analysis Static;
set ok 0
set currentDisp 0.0
while {$ok == 0 && $currentDisp < $Dmax} {
set ok [analyze 1]
if {$ok != 0} {
test NormDispIncr 1.0e-6 1000 1
algorithm Newton –initial
set ok [analyze 1]
test NormDispIncr 1.0e-6 10
algorithm Newton
}
set currentDisp [nodeDisp $IDctrlNode 1]
}
puts "node3disp: [nodeDisp 3 1], node4disp: [nodeDisp 4 1], node5disp: [nodeDisp 5 1]"
puts "TargetDisp: $Dmax"
}
}
2 story braced frame pushover
Moderators: silvia, selimgunay, Moderators
-
zishendemi
- Posts: 27
- Joined: Thu Aug 09, 2012 12:56 pm
- Location: Lehigh University
-
zishendemi
- Posts: 27
- Joined: Thu Aug 09, 2012 12:56 pm
- Location: Lehigh University
Re: 2 story braced frame pushover
Seriously, no one is willing to help?!