problem with altoontash joint model using in frames

[behrooz_gh]

Dear Silvia

Hi

I have used altoontash joint in 3-story frame for corner joints,but my code doesn't properly run
I have used different versions of “Opeusees”, but with Ver. 2.2.2, finally I found out that my structure is probably unstable. Because opensees shows infinite value for its fundamental T, Or even if it succeeds to run in Dynamic Analysis, finally it comes to error message after 0.0 seconds of recording:

“Failed to get compatible element forces and deformation for element”.

Now I need your guidance to solve this issue and get the proper result from the model.

Your expert advice would be a great help to me. If you need more explanation, please let me know to provide the required information.

This is my code for frame with altoontash joint

Its a 3-story frame with 3 bays


## File Name: 3-story portal frame with Altoontash Beam-Column Joint Element
#######################################################################

# dynamic analysis multiple disp Beam column
# create ModelBuilder (with 2 dimensions and 3 DoF/node)

wipe
wipeAnalysis



model basic -ndm 2 -ndf 3





source procUniaxialPinching.txt



set dataDir Datafinal3
file mkdir $dataDir



set IDctrlNode 13
set IDctrlDOF 1


set view DeformedShape

set dataDir Datafinal3 ;
file mkdir $dataDir ;

set g 9810



## Y taken as the inplane dim. against which the bending takes place
set colY1 350;
set colZ1 350;
set bmY1 350;
set bmZ1 250;


# covers
set colcov1 40;
set bmcov1 50;


# y,z,x dimension of the joint respectively
# for joints number 1,2,3,4,5,6
set JointWidth1 [expr $colY1];
set JointHeight1 [expr $bmY1];
set JointDepth1 [expr $colZ1];
set BeamLength1 2325;
set BeamLength2 2500;
set BeamLength3 5000;
set ColumnLength1 2825;
set ColumnLength2 2650;

# for other columns with simple fixed joints
set ColumnLength3 3000;

set JointVolume1 [expr $JointWidth1*$JointHeight1*$JointDepth1];

# puts "ok"



############### add nodes - command: node nodeId xCrd yCrd
#######################################################
node 1 0.0 0.0
node 2 0.0 [expr $ColumnLength1]
node 3 [expr $JointWidth1/2] [expr $ColumnLength1+$JointHeight1/2]
node 4 0.0 [expr $ColumnLength1+$JointHeight1]
node 5 [expr -$JointWidth1/2] [expr $ColumnLength1+$JointHeight1/2]
node 6 0.0 [expr $ColumnLength1+$JointHeight1+$ColumnLength2]
node 7 [expr $JointWidth1/2] [expr $ColumnLength1+$JointHeight1+$ColumnLength2+$JointHeight1/2]
node 8 0.0 [expr $ColumnLength1+2*$JointHeight1+$ColumnLength2]
node 9 [expr -$JointWidth1/2] [expr $ColumnLength1+$JointHeight1+$ColumnLength2+$JointHeight1/2]
node 10 0.0 [expr $ColumnLength1+2*$JointHeight1+2*$ColumnLength2]
node 11 [expr $JointWidth1/2] [expr $ColumnLength1+2*$JointHeight1+2*$ColumnLength2+$JointHeight1/2]
node 12 0.0 [expr $ColumnLength1+3*$JointHeight1+2*$ColumnLength2]
node 13 [expr -$JointWidth1/2] [expr $ColumnLength1+2*$JointHeight1+2*$ColumnLength2+$JointHeight1/2]
node 14 [expr $BeamLength1+$BeamLength2+$JointWidth1/2] 0.0
node 15 [expr $BeamLength1+$BeamLength2+$JointWidth1/2] [expr $ColumnLength3]
node 16 [expr $BeamLength1+$BeamLength2+$JointWidth1/2] [expr 2*$ColumnLength3]
node 17 [expr $BeamLength1+$BeamLength2+$JointWidth1/2] [expr 3*$ColumnLength3]
node 18 [expr $BeamLength1+$BeamLength2+$JointWidth1/2+$BeamLength3] 0.0
node 19 [expr $BeamLength1+$BeamLength2+$JointWidth1/2+$BeamLength3] [expr $ColumnLength3]
node 20 [expr $BeamLength1+$BeamLength2+$JointWidth1/2+$BeamLength3] [expr 2*$ColumnLength3]
node 21 [expr $BeamLength1+$BeamLength2+$JointWidth1/2+$BeamLength3] [expr 3*$ColumnLength3]
node 22 [expr 2*$BeamLength1+2*$BeamLength2+$JointWidth1+$BeamLength3] 0.0
node 23 [expr 2*$BeamLength1+2*$BeamLength2+$JointWidth1+$BeamLength3] [expr $ColumnLength1]
node 24 [expr 2*$BeamLength1+2*$BeamLength2+3*$JointWidth1/2+$BeamLength3] [expr $ColumnLength1+$JointHeight1/2]
node 25 [expr 2*$BeamLength1+2*$BeamLength2+$JointWidth1+$BeamLength3] [expr $ColumnLength1+$JointHeight1]
node 26 [expr 2*$BeamLength1+2*$BeamLength2+$JointWidth1/2+$BeamLength3] [expr $ColumnLength1+$JointHeight1/2]
node 27 [expr 2*$BeamLength1+2*$BeamLength2+$JointWidth1+$BeamLength3] [expr $ColumnLength1+$JointHeight1+$ColumnLength2]
node 28 [expr 2*$BeamLength1+2*$BeamLength2+3*$JointWidth1/2+$BeamLength3] [expr $ColumnLength1+3*$JointHeight1/2+$ColumnLength2]
node 29 [expr 2*$BeamLength1+2*$BeamLength2+$JointWidth1+$BeamLength3] [expr $ColumnLength1+2*$JointHeight1+$ColumnLength2]
node 30 [expr 2*$BeamLength1+2*$BeamLength2+$JointWidth1/2+$BeamLength3] [expr $ColumnLength1+3*$JointHeight1/2+$ColumnLength2]
node 31 [expr 2*$BeamLength1+2*$BeamLength2+$JointWidth1+$BeamLength3] [expr $ColumnLength1+2*$JointHeight1+2*$ColumnLength2]
node 32 [expr 2*$BeamLength1+2*$BeamLength2+3*$JointWidth1/2+$BeamLength3] [expr $ColumnLength1+2*$JointHeight1+2*$ColumnLength2+$JointHeight1/2]
node 33 [expr 2*$BeamLength1+2*$BeamLength2+$JointWidth1+$BeamLength3] [expr $ColumnLength1+3*$JointHeight1+2*$ColumnLength2]
node 34 [expr 2*$BeamLength1+2*$BeamLength2+$JointWidth1/2+$BeamLength3] [expr $ColumnLength1+2*$JointHeight1+2*$ColumnLength2+$JointHeight1/2]



###########################################################################################
# set the boundary conditions
# fix supports at base of column

# tag DX DY RZ
fix 1 1 1 1 ; # node 1 : fully fixed
fix 14 1 1 1 ; # node 14 : fully fixed
fix 18 1 1 1 ; # node 18 : fully fixed
fix 22 1 1 1 ; # node 22 : fully fixed



equalDOF 3 15 1
equalDOF 3 19 1
equalDOF 3 26 1
equalDOF 3 5 1
equalDOF 7 16 1
equalDOF 7 20 1
equalDOF 7 30 1
equalDOF 7 9 1
equalDOF 11 17 1
equalDOF 11 21 1
equalDOF 11 34 1
equalDOF 11 13 1

equalDOF 2 4 2
equalDOF 6 8 2
equalDOF 10 12 2
equalDOF 23 25 2
equalDOF 27 29 2
equalDOF 31 33 2


################# material properties of column section 1(floors 1-3)
############################################################

set CUnconfFc1 -24.0;
set CUnconfEc1 -0.002;
set CUnconfFcu1 -4.8;
set CUnconfEcu1 -0.005;

set CConfFc1 -28.0;
set CConfEc1 -0.0024;
set CConfFcu1 -5.6;
set CConfEcu1 -0.015;
set CTSspace1 100;
set CTSlength1 2109.2;
set CTSFy1 240;
set CTSarea1 78.54;
set CFy1 240.0;
set CEs1 210000.0;
set CsHratio1 0.03;
set CAs1 314.16;


#########################################################

########################### material properties of beam section 1(floors 1-3)
#####################################################

set BUnconfFc1 -24.0;
set BUnconfEc1 -0.002;
set BUnconfFcu1 -4.8 ;
set BUnconfEcu1 -0.005;
set BConfFc1 -28.0;
set BConfEc1 -0.0024;
set BConfFcu1 -5.6;
set BConfEcu1 -0.015;
set BTSspace1 100;
set BTSlength1 1460.0;
set BTSFy1 240;
set BTSarea1 78.54;
set BFy1 240.0;
set BEs1 210000.0;
set BAs1 314.16;
set BsHratio1 0.03;

####################################################################

######################### details for the material models of bar slip of the beam1(floors 1-3)
####################################

set bs_fc1 [expr -$BUnconfFc1];
set bs_fs1 $BFy1;
set bs_es1 $BEs1;
set bs_fsu1 370.0;
set bs_dbar1 20;
set bs_esh1 [expr $BsHratio1*$BEs1];
set bs_wid1 $colZ1;
set bs_dep1 $bmY1;
set bsT_nbars1 3;
set bsB_nbars1 3;
set bs_ljoint1 $colY1;


################################################################################

########################## details for the material models of bar slip of the column1(floors 1-3)
##################################

set cs_fc1 [expr -$CUnconfFc1];
set cs_fs1 $CFy1;
set cs_es1 $CEs1;
set cs_fsu1 644.0;
set cs_dbar1 20;
set cs_esh1 [expr $CsHratio1*$CEs1];
set cs_wid1 $colZ1;
set cs_dep1 $colY1;
set cs_nbars1 4;
set cs_ljoint1 $bmY1;


####################################################################

# add material Properties for interface-shear springs - command: uniaxialMaterial matType matTag ...
# command: uniaxialMaterial Elastic tag? E?
uniaxialMaterial Elastic 1 10000000000.0

#####################################################################

############## inelastic beam column materials
# the first 3 uniaxialmateraial refers to beam1,the second 3 uniaxialmaterial refers to beam2 and so on respectively
##########################################################

uniaxialMaterial Concrete01 10 $BUnconfFc1 $BUnconfEc1 $BUnconfFcu1 $BUnconfEcu1

uniaxialMaterial Concrete01 20 $BConfFc1 $BConfEc1 $BConfFcu1 $BConfEcu1

uniaxialMaterial Steel02 30 $BFy1 $BEs1 $BsHratio1 18.5 0.925 0.15 0.0 0.4 0.0 0.5

uniaxialMaterial Concrete01 40 $CUnconfFc1 $CUnconfEc1 $CUnconfFcu1 $CUnconfEcu1

uniaxialMaterial Concrete01 50 $CConfFc1 $CConfEc1 $CConfFcu1 $CConfEcu1

uniaxialMaterial Steel02 60 $CFy1 $CEs1 $CsHratio1 18.5 0.925 0.15 0.0 0.4 0.0 0.5


#


########### for columns 1-3 ///////////////////////////////////////////////////////////////////////
set z1 [expr $colZ1/2.0];
set y1 [expr $colY1/2.0];
set t1 [expr 45]


section Fiber 1 {
patch rect 50 10 10 [expr $colcov1-$y1] [expr $colcov1-$z1] [expr $y1-$colcov1] [expr $z1-$colcov1]
patch rect 40 10 1 [expr -$y1] [expr -$z1] [expr $y1] [expr $colcov1-$z1]
patch rect 40 1 10 [expr $y1-$colcov1] [expr $colcov1-$z1] [expr $y1] [expr $z1-$colcov1]
patch rect 40 10 1 [expr -$y1] [expr $z1-$colcov1] [expr $y1] [expr $z1]
patch rect 40 1 10 [expr -$y1] [expr $colcov1-$z1] [expr $colcov1-$y1] [expr $z1-$colcov1]


layer straight 60 4 $CAs1 [expr $colcov1-$y1] [expr $colcov1-$z1] [expr $colcov1-$y1] [expr $z1-$colcov1]
layer straight 60 2 $CAs1 [expr -$t1] [expr $colcov1-$z1] [expr -$t1] [expr $z1-$colcov1]
layer straight 60 2 $CAs1 [expr $t1] [expr $colcov1-$z1] [expr $t1] [expr $z1-$colcov1]
layer straight 60 4 $CAs1 [expr $y1-$colcov1] [expr $colcov1-$z1] [expr $y1-$colcov1] [expr $z1-$colcov1]
}


#################### for beams 1-3 ///////////////////////////////////////////////////////////////////
set z2 [expr $bmZ1/2.0];
set y2 [expr $bmY1/2.0];


section Fiber 2 {
patch rect 20 10 10 [expr $bmcov1-$y2] [expr $bmcov1-$z2] [expr $y2-$bmcov1] [expr $z2-$bmcov1]
patch rect 10 1 10 [expr -$y2] [expr -$z2] [expr $bmcov1-$y2] [expr $z2]
patch rect 10 10 1 [expr $bmcov1-$y2] [expr $z2-$bmcov1] [expr $y2-$bmcov1] [expr $z2]
patch rect 10 1 10 [expr $y2-$bmcov1] [expr -$z2] [expr $y2] [expr $z2]
patch rect 10 10 1 [expr $bmcov1-$y2] [expr -$z2] [expr $y2-$bmcov1] [expr $bmcov1-$z2]


layer straight 30 3 $BAs1 [expr $bmcov1-$y2] [expr $bmcov1-$z2] [expr $bmcov1-$y2] [expr $z2-$bmcov1]
layer straight 30 3 $BAs1 [expr $y2-$bmcov1] [expr $bmcov1-$z2] [expr $y2-$bmcov1] [expr $z2-$bmcov1]
}



## add geometric transformation -command: geomTransf transfType ...


## geomTransf Linear tag?
geomTransf Linear 1
geomTransf Linear 2

# geom 1 is for beams and geom 2 is for columns

############## inelastic beam column elements
#####################################################################


element nonlinearBeamColumn 1 1 2 5 1 2
element nonlinearBeamColumn 2 4 6 5 1 2
element nonlinearBeamColumn 3 8 10 5 1 2
element nonlinearBeamColumn 4 3 15 5 2 1
element nonlinearBeamColumn 5 7 16 5 2 1
element nonlinearBeamColumn 6 11 17 5 2 1
element nonlinearBeamColumn 7 14 15 5 1 2
element nonlinearBeamColumn 8 15 16 5 1 2
element nonlinearBeamColumn 9 16 17 5 1 2
element nonlinearBeamColumn 10 15 19 5 2 1
element nonlinearBeamColumn 11 16 20 5 2 1
element nonlinearBeamColumn 12 17 21 5 2 1
element nonlinearBeamColumn 13 18 19 5 1 2
element nonlinearBeamColumn 14 19 20 5 1 2
element nonlinearBeamColumn 15 20 21 5 1 2
element nonlinearBeamColumn 16 19 26 5 2 1
element nonlinearBeamColumn 17 20 30 5 2 1
element nonlinearBeamColumn 18 21 34 5 2 1
element nonlinearBeamColumn 19 22 23 5 1 2
element nonlinearBeamColumn 20 25 27 5 1 2
element nonlinearBeamColumn 21 29 31 5 1 2


##### end element formation as well as material defination for beams and columns ######################
##########################################################################################
#
##### materail barslip for beams and columns
#########################################################################################


# for beam bottom joint 1,4
set matID1 21; #barslip for joint no.1,right side of joint
set matID2 31; #barslip for joint no.4,right side of joint,beam bottom
set matID3 23; #barslip for joint no.1,left side of joint
set matID4 33; #barslip for joint no.4,left side of joint

uniaxialMaterial BarSlip $matID1 $bs_fc1 $bs_fs1 $bs_es1 $bs_fsu1 $bs_esh1 $bs_dbar1 $bs_ljoint1 $bsB_nbars1 $bs_wid1 $bs_dep1 strong beambot
uniaxialMaterial BarSlip $matID2 $bs_fc1 $bs_fs1 $bs_es1 $bs_fsu1 $bs_esh1 $bs_dbar1 $bs_ljoint1 $bsB_nbars1 $bs_wid1 $bs_dep1 strong beambot
uniaxialMaterial BarSlip $matID3 $bs_fc1 $bs_fs1 $bs_es1 $bs_fsu1 $bs_esh1 $bs_dbar1 $bs_ljoint1 $bsB_nbars1 $bs_wid1 $bs_dep1 strong beambot
uniaxialMaterial BarSlip $matID4 $bs_fc1 $bs_fs1 $bs_es1 $bs_fsu1 $bs_esh1 $bs_dbar1 $bs_ljoint1 $bsB_nbars1 $bs_wid1 $bs_dep1 strong beambot



# for beam top joint 1,4
set matID5 22; #barslip for joint no.1,right side of joint
set matID6 32; #barslip for joint no.4,right side of joint,beam top
set matID7 24; #barslip for joint no.1,left side of joint
set matID8 34; #barslip for joint no.4,left side of joint

uniaxialMaterial BarSlip $matID5 $bs_fc1 $bs_fs1 $bs_es1 $bs_fsu1 $bs_esh1 $bs_dbar1 $bs_ljoint1 $bsT_nbars1 $bs_wid1 $bs_dep1 strong beamtop
uniaxialMaterial BarSlip $matID6 $bs_fc1 $bs_fs1 $bs_es1 $bs_fsu1 $bs_esh1 $bs_dbar1 $bs_ljoint1 $bsT_nbars1 $bs_wid1 $bs_dep1 strong beamtop
uniaxialMaterial BarSlip $matID7 $bs_fc1 $bs_fs1 $bs_es1 $bs_fsu1 $bs_esh1 $bs_dbar1 $bs_ljoint1 $bsT_nbars1 $bs_wid1 $bs_dep1 strong beamtop
uniaxialMaterial BarSlip $matID8 $bs_fc1 $bs_fs1 $bs_es1 $bs_fsu1 $bs_esh1 $bs_dbar1 $bs_ljoint1 $bsT_nbars1 $bs_wid1 $bs_dep1 strong beamtop



# for beam bottom joint 2,5
set matID9 41; #barslip for joint no.2,right side of joint
set matID10 51; #barslip for joint no.5,right side of joint,beam bottom
set matID11 43; #barslip for joint no.2,left side of joint
set matID12 53; #barslip for joint no.5,left side of joint

uniaxialMaterial BarSlip $matID9 $bs_fc1 $bs_fs1 $bs_es1 $bs_fsu1 $bs_esh1 $bs_dbar1 $bs_ljoint1 $bsB_nbars1 $bs_wid1 $bs_dep1 strong beambot
uniaxialMaterial BarSlip $matID10 $bs_fc1 $bs_fs1 $bs_es1 $bs_fsu1 $bs_esh1 $bs_dbar1 $bs_ljoint1 $bsB_nbars1 $bs_wid1 $bs_dep1 strong beambot
uniaxialMaterial BarSlip $matID11 $bs_fc1 $bs_fs1 $bs_es1 $bs_fsu1 $bs_esh1 $bs_dbar1 $bs_ljoint1 $bsB_nbars1 $bs_wid1 $bs_dep1 strong beambot
uniaxialMaterial BarSlip $matID12 $bs_fc1 $bs_fs1 $bs_es1 $bs_fsu1 $bs_esh1 $bs_dbar1 $bs_ljoint1 $bsB_nbars1 $bs_wid1 $bs_dep1 strong beambot


# for beam top joint 2,5
set matID13 42; #barslip for joint no.2,right side of joint
set matID14 52; #barslip for joint no.5,right side of joint,beam top
set matID15 44; #barslip for joint no.2,left side of joint
set matID16 54; #barslip for joint no.5,left side of joint

uniaxialMaterial BarSlip $matID13 $bs_fc1 $bs_fs1 $bs_es1 $bs_fsu1 $bs_esh1 $bs_dbar1 $bs_ljoint1 $bsT_nbars1 $bs_wid1 $bs_dep1 strong beamtop
uniaxialMaterial BarSlip $matID14 $bs_fc1 $bs_fs1 $bs_es1 $bs_fsu1 $bs_esh1 $bs_dbar1 $bs_ljoint1 $bsT_nbars1 $bs_wid1 $bs_dep1 strong beamtop
uniaxialMaterial BarSlip $matID15 $bs_fc1 $bs_fs1 $bs_es1 $bs_fsu1 $bs_esh1 $bs_dbar1 $bs_ljoint1 $bsT_nbars1 $bs_wid1 $bs_dep1 strong beamtop
uniaxialMaterial BarSlip $matID16 $bs_fc1 $bs_fs1 $bs_es1 $bs_fsu1 $bs_esh1 $bs_dbar1 $bs_ljoint1 $bsT_nbars1 $bs_wid1 $bs_dep1 strong beamtop



# for beam bottom joint 3,6
set matID17 61; #barslip for joint no.3,right side of joint
set matID18 71; #barslip for joint no.6,right side of joint,beam bottom
set matID19 63; #barslip for joint no.3,left side of joint
set matID20 73; #barslip for joint no.6,left side of joint

uniaxialMaterial BarSlip $matID17 $bs_fc1 $bs_fs1 $bs_es1 $bs_fsu1 $bs_esh1 $bs_dbar1 $bs_ljoint1 $bsB_nbars1 $bs_wid1 $bs_dep1 strong beambot
uniaxialMaterial BarSlip $matID18 $bs_fc1 $bs_fs1 $bs_es1 $bs_fsu1 $bs_esh1 $bs_dbar1 $bs_ljoint1 $bsB_nbars1 $bs_wid1 $bs_dep1 strong beambot
uniaxialMaterial BarSlip $matID19 $bs_fc1 $bs_fs1 $bs_es1 $bs_fsu1 $bs_esh1 $bs_dbar1 $bs_ljoint1 $bsB_nbars1 $bs_wid1 $bs_dep1 strong beambot
uniaxialMaterial BarSlip $matID20 $bs_fc1 $bs_fs1 $bs_es1 $bs_fsu1 $bs_esh1 $bs_dbar1 $bs_ljoint1 $bsB_nbars1 $bs_wid1 $bs_dep1 strong beambot


# for beam top joint 3,6
set matID21 62; #barslip for joint no.3,right side of joint
set matID22 72; #barslip for joint no.6,right side of joint,beam top
set matID23 64; #barslip for joint no.3,left side of joint
set matID24 74; #barslip for joint no.6,left side of joint

uniaxialMaterial BarSlip $matID21 $bs_fc1 $bs_fs1 $bs_es1 $bs_fsu1 $bs_esh1 $bs_dbar1 $bs_ljoint1 $bsT_nbars1 $bs_wid1 $bs_dep1 strong beamtop
uniaxialMaterial BarSlip $matID22 $bs_fc1 $bs_fs1 $bs_es1 $bs_fsu1 $bs_esh1 $bs_dbar1 $bs_ljoint1 $bsT_nbars1 $bs_wid1 $bs_dep1 strong beamtop
uniaxialMaterial BarSlip $matID23 $bs_fc1 $bs_fs1 $bs_es1 $bs_fsu1 $bs_esh1 $bs_dbar1 $bs_ljoint1 $bsT_nbars1 $bs_wid1 $bs_dep1 strong beamtop
uniaxialMaterial BarSlip $matID24 $bs_fc1 $bs_fs1 $bs_es1 $bs_fsu1 $bs_esh1 $bs_dbar1 $bs_ljoint1 $bsT_nbars1 $bs_wid1 $bs_dep1 strong beamtop


# for column joint 1
set matID25 25; #barslip for left spring,bottom
set matID26 26; #barslip for right spring,bottom
set matID27 27; #barslip for left spring,top
set matID28 28; #barslip for right spring,top


uniaxialMaterial BarSlip $matID25 $cs_fc1 $cs_fs1 $cs_es1 $cs_fsu1 $cs_esh1 $cs_dbar1 $cs_ljoint1 $cs_nbars1 $cs_wid1 $cs_dep1 strong column
uniaxialMaterial BarSlip $matID26 $cs_fc1 $cs_fs1 $cs_es1 $cs_fsu1 $cs_esh1 $cs_dbar1 $cs_ljoint1 $cs_nbars1 $cs_wid1 $cs_dep1 strong column
uniaxialMaterial BarSlip $matID27 $cs_fc1 $cs_fs1 $cs_es1 $cs_fsu1 $cs_esh1 $cs_dbar1 $cs_ljoint1 $cs_nbars1 $cs_wid1 $cs_dep1 strong column
uniaxialMaterial BarSlip $matID28 $cs_fc1 $cs_fs1 $cs_es1 $cs_fsu1 $cs_esh1 $cs_dbar1 $cs_ljoint1 $cs_nbars1 $cs_wid1 $cs_dep1 strong column


# for column joint 4
set matID29 35; #barslip for left spring,bottom
set matID30 36; #barslip forright spring,bottom
set matID31 37; #barslip for left spring,top
set matID32 38; #barslip for right spring,top


uniaxialMaterial BarSlip $matID29 $cs_fc1 $cs_fs1 $cs_es1 $cs_fsu1 $cs_esh1 $cs_dbar1 $cs_ljoint1 $cs_nbars1 $cs_wid1 $cs_dep1 strong column
uniaxialMaterial BarSlip $matID30 $cs_fc1 $cs_fs1 $cs_es1 $cs_fsu1 $cs_esh1 $cs_dbar1 $cs_ljoint1 $cs_nbars1 $cs_wid1 $cs_dep1 strong column
uniaxialMaterial BarSlip $matID31 $cs_fc1 $cs_fs1 $cs_es1 $cs_fsu1 $cs_esh1 $cs_dbar1 $cs_ljoint1 $cs_nbars1 $cs_wid1 $cs_dep1 strong column
uniaxialMaterial BarSlip $matID32 $cs_fc1 $cs_fs1 $cs_es1 $cs_fsu1 $cs_esh1 $cs_dbar1 $cs_ljoint1 $cs_nbars1 $cs_wid1 $cs_dep1 strong column


# for column joint 2
set matID33 45; #barslip for left spring,bottom
set matID34 46; #barslip for right spring,bottom
set matID35 47; #barslip for left spring,top
set matID36 48; #barslip right spring,top


uniaxialMaterial BarSlip $matID33 $cs_fc1 $cs_fs1 $cs_es1 $cs_fsu1 $cs_esh1 $cs_dbar1 $cs_ljoint1 $cs_nbars1 $cs_wid1 $cs_dep1 strong column
uniaxialMaterial BarSlip $matID34 $cs_fc1 $cs_fs1 $cs_es1 $cs_fsu1 $cs_esh1 $cs_dbar1 $cs_ljoint1 $cs_nbars1 $cs_wid1 $cs_dep1 strong column
uniaxialMaterial BarSlip $matID35 $cs_fc1 $cs_fs1 $cs_es1 $cs_fsu1 $cs_esh1 $cs_dbar1 $cs_ljoint1 $cs_nbars1 $cs_wid1 $cs_dep1 strong column
uniaxialMaterial BarSlip $matID36 $cs_fc1 $cs_fs1 $cs_es1 $cs_fsu1 $cs_esh1 $cs_dbar1 $cs_ljoint1 $cs_nbars1 $cs_wid1 $cs_dep1 strong column


# for column joint 5
set matID37 55; #barslip for left spring,bottom
set matID38 56; #barslip for right spring,bottom
set matID39 57; #barslip for left spring,top
set matID40 58; #barslip for right spring,top


uniaxialMaterial BarSlip $matID37 $cs_fc1 $cs_fs1 $cs_es1 $cs_fsu1 $cs_esh1 $cs_dbar1 $cs_ljoint1 $cs_nbars1 $cs_wid1 $cs_dep1 strong column
uniaxialMaterial BarSlip $matID38 $cs_fc1 $cs_fs1 $cs_es1 $cs_fsu1 $cs_esh1 $cs_dbar1 $cs_ljoint1 $cs_nbars1 $cs_wid1 $cs_dep1 strong column
uniaxialMaterial BarSlip $matID39 $cs_fc1 $cs_fs1 $cs_es1 $cs_fsu1 $cs_esh1 $cs_dbar1 $cs_ljoint1 $cs_nbars1 $cs_wid1 $cs_dep1 strong column
uniaxialMaterial BarSlip $matID40 $cs_fc1 $cs_fs1 $cs_es1 $cs_fsu1 $cs_esh1 $cs_dbar1 $cs_ljoint1 $cs_nbars1 $cs_wid1 $cs_dep1 strong column


# for column joint 3
set matID41 65; #barslip for left spring,bottom
set matID42 66; #barslip for right spring,bottom
set matID43 67; #barslip for left spring,top
set matID44 68; #barslip for right spring,top


uniaxialMaterial BarSlip $matID41 $cs_fc1 $cs_fs1 $cs_es1 $cs_fsu1 $cs_esh1 $cs_dbar1 $cs_ljoint1 $cs_nbars1 $cs_wid1 $cs_dep1 strong column
uniaxialMaterial BarSlip $matID42 $cs_fc1 $cs_fs1 $cs_es1 $cs_fsu1 $cs_esh1 $cs_dbar1 $cs_ljoint1 $cs_nbars1 $cs_wid1 $cs_dep1 strong column
uniaxialMaterial BarSlip $matID43 $cs_fc1 $cs_fs1 $cs_es1 $cs_fsu1 $cs_esh1 $cs_dbar1 $cs_ljoint1 $cs_nbars1 $cs_wid1 $cs_dep1 strong column
uniaxialMaterial BarSlip $matID44 $cs_fc1 $cs_fs1 $cs_es1 $cs_fsu1 $cs_esh1 $cs_dbar1 $cs_ljoint1 $cs_nbars1 $cs_wid1 $cs_dep1 strong column


# for column joint 6
set matID45 75; #barslip for left spring,bottom
set matID46 76; #barslip for right spring,bottom
set matID47 77; #barslip for left spring,top
set matID48 78; #barslip for right spring,top


uniaxialMaterial BarSlip $matID45 $cs_fc1 $cs_fs1 $cs_es1 $cs_fsu1 $cs_esh1 $cs_dbar1 $cs_ljoint1 $cs_nbars1 $cs_wid1 $cs_dep1 strong column
uniaxialMaterial BarSlip $matID46 $cs_fc1 $cs_fs1 $cs_es1 $cs_fsu1 $cs_esh1 $cs_dbar1 $cs_ljoint1 $cs_nbars1 $cs_wid1 $cs_dep1 strong column
uniaxialMaterial BarSlip $matID47 $cs_fc1 $cs_fs1 $cs_es1 $cs_fsu1 $cs_esh1 $cs_dbar1 $cs_ljoint1 $cs_nbars1 $cs_wid1 $cs_dep1 strong column
uniaxialMaterial BarSlip $matID48 $cs_fc1 $cs_fs1 $cs_es1 $cs_fsu1 $cs_esh1 $cs_dbar1 $cs_ljoint1 $cs_nbars1 $cs_wid1 $cs_dep1 strong column


#################### end material formation for bar slip
########################################################

# puts "ok"

#
############################ material for shear panel1
#############################################################

## Positive/Negative envelope Stress
set p1 2.1932; set p2 4.0872; set p3 4.4862; set p4 [expr $p3*1e-3];


## stress1 stress2 stress3 stress4
set pEnvStrsp [list [expr $p1*$JointVolume1] [expr $p2*$JointVolume1] [expr $p3*$JointVolume1] [expr $p4*$JointVolume1]]
set nEnvStrsp [list [expr -$p1*$JointVolume1] [expr -$p2*$JointVolume1] [expr -$p3*$JointVolume1] [expr -$p4*$JointVolume1]]


## Positive/Negative envelope Strain
## strain1 strain2 strain3 strain4
set pEnvStnsp [list 0.0002 0.004465 0.0131 0.0269]
set nEnvStnsp [list -0.0002 -0.004465 -0.0131 -0.0269]

## Ratio of maximum deformation at which reloading begins
## Pos_env. Neg_env.
set rDispsp [list 0.25 0.25]


## Ratio of envelope force (corresponding to maximum deformation) at which reloading begins
### Pos_env. Neg_env.
set rForcesp [list 0.15 0.15]


## Ratio of monotonic strength developed upon unloading
### Pos_env. Neg_env.
set uForcesp [list 0.0 0.0]


## Coefficients for Unloading Stiffness degradation
## gammaK1 gammaK2 gammaK3 gammaK4 gammaKLimit
set gammaKsp [list 1.13364492409642 0.0 0.10111033064469 0.0 0.91652498468618]
#set gammaKsp [list 0.0 0.0 0.0 0.0 0.0]


#### Coefficients for Reloading Stiffness degradation
### gammaD1 gammaD2 gammaD3 gammaD4 gammaDLimit
set gammaDsp [list 0.12 0.0 0.23 0.0 0.95]
#set gammaDsp [list 0.0 0.0 0.0 0.0 0.0]


#### Coefficients for Strength degradation
### gammaF1 gammaF2 gammaF3 gammaF4 gammaFLimit
set gammaFsp [list 1.11 0.0 0.319 0.0 0.125]
#set gammaFsp [list 0.0 0.0 0.0 0.0 0.0]



set gammaEsp 10.0



uniaxialMaterial Pinching4 4000 [lindex $pEnvStrsp 0] [lindex $pEnvStnsp 0] \
[lindex $pEnvStrsp 1] [lindex $pEnvStnsp 1] [lindex $pEnvStrsp 2] \
[lindex $pEnvStnsp 2] [lindex $pEnvStrsp 3] [lindex $pEnvStnsp 3] \
[lindex $nEnvStrsp 0] [lindex $nEnvStnsp 0] \
[lindex $nEnvStrsp 1] [lindex $nEnvStnsp 1] [lindex $nEnvStrsp 2] \
[lindex $nEnvStnsp 2] [lindex $nEnvStrsp 3] [lindex $nEnvStnsp 3] \
[lindex $rDispsp 0] [lindex $rForcesp 0] [lindex $uForcesp 0] \
[lindex $rDispsp 1] [lindex $rForcesp 1] [lindex $uForcesp 1] \
[lindex $gammaKsp 0] [lindex $gammaKsp 1] [lindex $gammaKsp 2] [lindex $gammaKsp 3] [lindex $gammaKsp 4] \
[lindex $gammaDsp 0] [lindex $gammaDsp 1] [lindex $gammaDsp 2] [lindex $gammaDsp 3] [lindex $gammaDsp 4] \
[lindex $gammaFsp 0] [lindex $gammaFsp 1] [lindex $gammaFsp 2] [lindex $gammaFsp 3] [lindex $gammaFsp 4] \
$gammaEsp energy


#################### end material formation for shear panel1
###########################################

##element BeamColumnJoint tag? iNode? jNode? kNode? lNode? matTag1? matTag2? matTag3? matTag4?
## matTag5? matTag6? matTag7? matTag8? matTag9? matTag10? matTag11? matTag12? matTag13?
## <element Height factor?> <element Width factor?>
## please note: the four nodes are in anticlockwise direction around the element
## requires material tags for all 13 different components within the element.


## the first 12 being that of spring and the last of the shear panel


element beamColumnJoint 220 2 3 4 5 25 26 1 21 22 1 27 28 1 23 24 1 4000 1.0 1.0
#element beamColumnJoint 220 2 3 4 5 1 1 1 1 1 1 1 1 1 1 1 1 1

element beamColumnJoint 230 23 24 25 26 35 36 1 31 32 1 37 38 1 33 34 1 4000 1.0 1.0
#element beamColumnJoint 230 23 24 25 26 1 1 1 1 1 1 1 1 1 1 1 1 1

element beamColumnJoint 240 6 7 8 9 45 46 1 41 42 1 47 48 1 43 44 1 4000 1.0 1.0
#element beamColumnJoint 240 6 7 8 9 1 1 1 1 1 1 1 1 1 1 1 1 1

element beamColumnJoint 250 27 28 29 30 55 56 1 51 52 1 57 58 1 53 54 1 4000 1.0 1.0
#element beamColumnJoint 250 27 28 29 30 1 1 1 1 1 1 1 1 1 1 1 1 1

element beamColumnJoint 260 10 11 12 13 65 66 1 61 62 1 67 68 1 63 64 1 4000 1.0 1.0
#element beamColumnJoint 260 10 11 12 13 1 1 1 1 1 1 1 1 1 1 1 1 1

element beamColumnJoint 270 31 32 33 34 75 76 1 71 72 1 77 78 1 73 74 1 4000 1.0 1.0
#element beamColumnJoint 270 31 32 33 34 1 1 1 1 1 1 1 1 1 1 1 1 1





set q1 34.6 ; # N/mm (Beam distributedLoad) (DL+20%LL+frame weight(beam only)),1st and 2nd floors
set q2 31.1 ; # N/mm (Beam distributedLoad) (DL+20%LL+frame weight(beam only)),3rd floor
set p1 8820 ; # N (column weight for 1st and 2nd and 3rd floors)
set g1 9810

set NodalMassSide1 [expr (($q1*5000/$g1)/2)+($p1/$g1)]
set NodalMassMid1 [expr ($q1*5000/$g1)+($p1/$g1)]
set NodalMassSide2 [expr (($q2*5000/$g1)/2)]
set NodalMassMid2 [expr ($q2*5000/$g1)]





mass 1 0.0 0.0 0.0
mass 2 0.0 0.0 0.0
mass 3 $NodalMassSide1 $NodalMassSide1 0.0
mass 4 0.0 0.0 0.0
mass 5 0.0 0.0 0.0
mass 6 0.0 0.0 0.0
mass 7 $NodalMassSide1 $NodalMassSide1 0.0
mass 8 0.0 0.0 0.0
mass 9 0.0 0.0 0.0
mass 10 0.0 0.0 0.0
mass 11 $NodalMassSide2 $NodalMassSide2 0.0
mass 12 0.0 0.0 0.0
mass 13 0.0 0.0 0.0
mass 14 0.0 0.0 0.0
mass 15 $NodalMassMid1 $NodalMassMid1 0.0
mass 16 $NodalMassMid1 $NodalMassMid1 0.0
mass 17 $NodalMassMid2 $NodalMassMid2 0.0
mass 18 0.0 0.0 0.0
mass 19 $NodalMassMid1 $NodalMassMid1 0.0
mass 20 $NodalMassMid1 $NodalMassMid1 0.0
mass 21 $NodalMassMid2 $NodalMassMid2 0.0
mass 22 0.0 0.0 0.0
mass 23 0.0 0.0 0.0
mass 24 0.0 0.0 0.0
mass 25 0.0 0.0 0.0
mass 26 $NodalMassSide1 $NodalMassSide1 0.0
mass 27 0.0 0.0 0.0
mass 28 0.0 0.0 0.0
mass 29 0.0 0.0 0.0
mass 30 $NodalMassSide1 $NodalMassSide1 0.0
mass 31 0.0 0.0 0.0
mass 32 0.0 0.0 0.0
mass 33 0.0 0.0 0.0
mass 34 $NodalMassSide2 $NodalMassSide2 0.0





eigen 1 ;
set T1model [expr 2*3.1416/(pow([eigen 1],0.5))]
puts "T1model=[expr $T1model]sec"
puts "model build!"


###########################################
# Load
###########################################

set Q1 [expr (($q1*5000)/2)]
set P1 [expr ($q1*5000)]
set Q2 [expr (($q2*5000)/2)]
set P2 [expr ($q2*5000)]


# Load
pattern Plain 1 Linear {
load 4 0.0 [expr -$Q1] 0.0
load 8 0.0 [expr -$Q1] 0.0
load 12 0.0 [expr -$Q2] 0.0
load 15 0.0 [expr -$P1] 0.0
load 16 0.0 [expr -$P1] 0.0
load 17 0.0 [expr -$P2] 0.0
load 19 0.0 [expr -$P1] 0.0
load 20 0.0 [expr -$P1] 0.0
load 21 0.0 [expr -$P2] 0.0
load 25 0.0 [expr -$Q1] 0.0
load 29 0.0 [expr -$Q1] 0.0
load 33 0.0 [expr -$Q2] 0.0
}



#puts " Load OK"



############################ Start of analysis generation
# ------------------------------------------------
# Start of analysis generation for gravity analysis
# -------------------------------------------------
constraints Plain
numberer Plain
system BandGeneral
test NormDispIncr 1.e-8 60
algorithm ModifiedNewton
integrator LoadControl 0.1
#integrator DisplacementControl 4 1 0.00025
analysis Static
analyze 10
loadConst -time 0.0


# ------------------------------------------------
# End of analysis generation for gravity analysis
# -------------------------------------------------
# ------------------------------
# Perform gravity load analysis
# ------------------------------
# perform the gravity load analysis, requires 10 steps to reach the load level



eigen 1 ;
set T1gravity [expr 2*3.1416/(pow([eigen 1],0.5))]
puts "T1gravity=[expr $T1gravity]sec"





# Define RECORDERS
# ==================================================================
recorder Node -file $dataDir-Dis-Roof.txt -time -node 13 12 11 -dof 1 disp
recorder Node -file $dataDir-Dis-2.txt -time -node 9 8 7 -dof 1 disp
recorder Node -file $dataDir-acc-Roof.txt -time -node 13 12 11 -dof 1 accel
recorder Node -file $dataDir-acc-Base.txt -time -node 1 -dof 1 accel
recorder Node -file $dataDir-Reaction-Base-X.txt -time -node 1 14 18 22 -dof 1 reaction
recorder Node -file $dataDir-Reaction-Base-Y.txt -time -node 1 14 18 22 -dof 2 reaction
recorder Drift -file $dataDir/Drift3.txt -time -iNode 13 12 11 17 -jNode 9 8 7 16 -dof 1 -perpDirn 2; # lateral drift
recorder Drift -file $dataDir/Drift2.txt -time -iNode 9 8 7 16 -jNode 5 4 3 15 -dof 1 -perpDirn 2;

#
# ==================================================================
# ==================================================================
#
#puts "ok"
# ----------------------- define & apply damping
# RAYLEIGH damping parameters, Where to put M/K-prop damping, switches (http://opensees.berkeley.edu/OpenSees/m ... l/1099.htm)
# D=$alphaM*M + $betaKcurr*Kcurrent + $betaKcomm*KlastCommit + $beatKinit*$Kinitial
set xDamp 0.05; # damping ratio
set MpropSwitch 1.0;
set KcurrSwitch 0.0;
set KcommSwitch 1.0;
set KinitSwitch 0.0;
set nEigenI 1; # mode 1
set nEigenJ 3; # mode 3
set lambdaN [eigen [expr $nEigenJ]]; # eigenvalue analysis for nEigenJ modes
set lambdaI [lindex $lambdaN [expr $nEigenI-1]]; # eigenvalue mode i
set lambdaJ [lindex $lambdaN [expr $nEigenJ-1]]; # eigenvalue mode j
set omegaI [expr pow($lambdaI,0.5)];
set omegaJ [expr pow($lambdaJ,0.5)];
set alphaM [expr $MpropSwitch*$xDamp*(2*$omegaI*$omegaJ)/($omegaI+$omegaJ)]; # M-prop. damping; D = alphaM*M
set betaKcurr [expr $KcurrSwitch*2.*$xDamp/($omegaI+$omegaJ)]; # current-K; +beatKcurr*KCurrent
set betaKcomm [expr $KcommSwitch*2.*$xDamp/($omegaI+$omegaJ)]; # last-committed K; +betaKcomm*KlastCommitt
set betaKinit [expr $KinitSwitch*2.*$xDamp/($omegaI+$omegaJ)]; # initial-K; +beatKinit*Kini
rayleigh $alphaM $betaKcurr $betaKinit $betaKcomm; # RAYLEIGH damping
# =========================================================================
recorder Node -file $dataDir/Mode1.txt -time -node 17 16 15 14 -dof 1 "eigen 1"
# =========================================================================

set PI 3.1415926

set lambdax [eigen 1]

set lambda [lindex $lambdax 0]

set omega [expr pow($lambda,0.5)]

set Tn [expr 2*$PI/$omega]

set fn [expr 1/$Tn]

puts "1st mode, Tn=$Tn sec"

# =========================================================================

loadConst -time 0.0

puts "Running..."
# ==================================================================
# ==================================================================

# Set up Analysis Parameters ---------------------------------------------
variable constraintsTypeDynamic Transformation ;
constraints $constraintsTypeDynamic ;
# ---------------------------------------------
variable numbererTypeDynamic RCM
numberer $numbererTypeDynamic
# ---------------------------------------------
variable systemTypeDynamic UmfPack; # UmfPack for large problems
system $systemTypeDynamic
# ---------------------------------------------
variable TolDynamic 1.e-8; # Convergence Test: tolerance
variable maxNumIterDynamic 20; # Convergence Test: maximum number of iterations that will be performed before "failure to converge" is returned
variable printFlagDynamic 0; # Convergence Test: flag used to print information on convergence (optional) # 1: print information on each step;
variable testTypeDynamic NormDispIncr; # Convergence-test type
test $testTypeDynamic $TolDynamic $maxNumIterDynamic $printFlagDynamic;
# for improved-convergence procedure:
variable maxNumIterConvergeDynamic 2000;
variable printFlagConvergeDynamic 0;
# ---------------------------------------------
variable algorithmTypeDynamic ModifiedNewton
algorithm $algorithmTypeDynamic;
# ---------------------------------------------
variable NewmarkGamma 0.5; # Newmark-integrator gamma parameter (also HHT)
variable NewmarkBeta 0.25; # Newmark-integrator beta parameter
variable integratorTypeDynamic Newmark;
integrator $integratorTypeDynamic $NewmarkGamma $NewmarkBeta
# ---------------------------------------------
variable analysisTypeDynamic Transient
analysis $analysisTypeDynamic



####################################################################################################################
# ####################################################################################################################
# --------------------------------- Dynamic Ground-Motion Analysis
# the following commands are unique to the Uniform Earthquake excitation
set IDloadTag 5; # for uniformSupport excitation
# Uniform EXCITATION: acceleration input
set Tol 1.0e-8
set DtAnalysis 0.005
set TmaxAnalysis 22
set EQFile chalfantvalleyfar3.acc
set GMfact 9810
set GMdirection 1
set AccelSeries "Series -dt $DtAnalysis -filePath $EQFile -factor $GMfact"; # time series information
pattern UniformExcitation $IDloadTag $GMdirection -accel $AccelSeries ; # create Unifform excitation

set Nsteps [expr int($TmaxAnalysis/$DtAnalysis)];
set ok [analyze $Nsteps $DtAnalysis]; # actually perform analysis; returns ok=0 if analysis was successful

if {$ok != 0} { ; # analysis was not successful.
# --------------------------------------------------------------------------------------------------
# change some analysis parameters to achieve convergence
# performance is slower inside this loop
# Time-controlled analysis
set ok 0;
set controlTime [getTime];
while {$controlTime < $TmaxAnalysis && $ok == 0} {
set controlTime [getTime]
set ok [analyze 1 $DtAnalysis]
if {$ok != 0} {
puts "Trying Newton with Initial Tangent .."
test NormDispIncr $Tol 1000 0
algorithm Newton -initial
set ok [analyze 1 $DtAnalysis]
test $testTypeDynamic $TolDynamic $maxNumIterDynamic 0
algorithm $algorithmTypeDynamic
}
if {$ok != 0} {
puts "Trying Broyden .."
algorithm Broyden 8
set ok [analyze 1 $DtAnalysis]
algorithm $algorithmTypeDynamic
}
if {$ok != 0} {
puts "Trying NewtonWithLineSearch .."
algorithm NewtonLineSearch .8
set ok [analyze 1 $DtAnalysis]
algorithm $algorithmTypeDynamic
}
}
}; # end if ok !0

puts "Ground Motion Done. End Time: [getTime]"
puts "End"



Thank you and regards,

[civilape_anhui]

I have the same problem. T is very big or infinite.
Try Joint2D element in altoontash dissertation.

[oesmaili]

civilape_anhui wrote:
> I have the same problem. T is very big or infinite.
> Try Joint2D element in altoontash dissertation.

Could you please let me know how you solved your problem? I have the same problem.

Many thanks, Omid

[civilape_anhui]

Use Joint2D element.

-----------------------------------------------------------------------------------
http://opensees.berkeley.edu/community/ ... hp?t=12528
joint2D element ; panel zone, rotation of beam ends
by seyedalirezajalali » Tue Apr 21, 2009 6:08 pm

the joint2D element is a useful element for modeling the panel zone as well as the rotational deformability of beam ends. as this element is not described in documentation neither in pdf nor in HTML format , I thought it would be helpful for other users to put the parameters of this command:

element Joint2D tag? Nd1? Nd2? Nd3? Nd4? NdC? [Mat1? Mat2? Mat3? Mat4?] MatC? LrgDspTag?

tag: unique element tag
Nd1: integer tag indicating node 1
NdC: integer tag indicating the central node. this tag is used for generating the internal node (the node is generated automatically by element command) and must not exist in the domain
Mat1 ~ Mat4 :a group of optional integer tags indicating the uniaxial materials for interface rotational springs injoint2D model. use a zero tag to indicate the case that a beam-column element is rigidly framed to the joint
MatC : uniaxial material for the shear panel behavior
LrgDsdTag: 0 for small deformations and constant geometry; 1 for large deformations and time varying geometry; 2 for large deformations ,time varying geometry and length correction

the nodes must be located such that the main chords bisect, and the node tags are required to be entered in a clockwise or counter-clockwise order

source:"simulation and damage models for performance assessment of reinforced concrete beam-column joints" by Arash Altoontash

[vesna]

Thanks!

Would you please check this page: http://opensees.berkeley.edu/wiki/index ... 2D_Element

and let me know if something additional has to be added.

I will try to add a sketch as well.