not converge in cyclic load use rigid link and initstrain

[mahbobehmirzaie]

hello
I modeled the post tension steel connection with angle . I model strand with truss, angle with truss(steel02), Gap opening with zerolenght element(ENT material). beam and column with element dispBeamColumn(hardening material with Wsection).Rigid-links are used between the nodes of beam/column elements and the zero-length elements at the column-beam interfaces to consider the infl uence of the column and beam depths,
when using cyclic load ther is Warning "analyze failed .returned:-3 error flag.CTest NormDispIncr:test:failed to converge"
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and I do not this is True: constraints Penalty 10 10
**************************************************program*************************************************************
#cm and Kg
wipe
model BasicBuilder -ndm 2 -ndf 3;
set dc 43.434; #depth of column
set db 60.198; #depth of beam
set Lr 25.4; #Lenght of reinforcing plate
set tr 1.27; #thick of reinforcing plate
set wLr 5.7; # with of reinforcing plate
set Lb 609.6; #lenght og beam
set hc 365.8; #height of column
set Atendons 1.4; #Area of PT
set Aangle 62.516;#Area of angle
set E 2000000;
set mattaggap 1;
set mattagstrand1 2;
set mattagstrand2 3;
set mattagcolumn 4;
set mattagbeam 5;
set mattagR 6;
set mattagangle 7;
set Fyc 3860;
set Fyb 2480;
set Fyr 5520;
set Fystrand 18600;
set PT 36500;#initial of post tension Force
set instrain [expr $PT/(4*$Atendons*$E)];
set Hisoc 2855; #H-iso column
set Hkinc 28550;#H-kinc column
set Hisob 2855; #H-iso beam
set Hkinb 28550;#H-kinc beam
set Hkinr 28550;#H-kinc reinforced plate
set Hisor 2855; #H-iso reinforced plateset colsectag 1;
set colsectag 1;
set BeamSecTag 2;
set Rsectag 3;
set g2 11.4; #position of the bolt of angle
set k 5.52; #fillet of angle
set L2 1.91; # position of the bolt of angle
set hbolt [expr $k+$g2+$db/2+$tr] ;
set lbolt [expr $k+$L2];
set R0 15
set R1 .925
set R2 .15
set a1 .15
set a2 0
set a3 1
set a4 0
set Fya 85000
set Ea 340000
set b .0823
puts "the Model has been built"
node 1 0.0 [expr $hc/2]
node 2 0.0 [expr $db/2]
node 3 0.0 [expr -$db/2]
node 4 0.0 [expr -$hc/2]
node 5 [expr -$dc/2] [expr $db/2]
node 6 [expr - $dc/2] [expr $db/2]
node 7 [expr $dc/2] [expr $db/2]
node 8 [expr $dc/2] [expr $db/2]
node 9 [expr -$dc/2] [expr -$db/2]
node 10 [expr -$dc/2] [expr -$db/2]
node 11 [expr $dc/2] [expr -$db/2]
node 12 [expr $dc/2] [expr -$db/2]
node 13 [expr - $dc/2] 0.0
node 14 [expr $dc/2] 0.0
node 15 [expr -$Lr-$dc/2] 0.0
node 16 [expr -$Lb/2 ] 0.0
node 17 [expr $Lr+$dc/2] 0.0
node 18 [expr $Lb/2] 0.0
node 19 0.0 [expr $hbolt]
node 20 [expr -$dc/2] [expr $hbolt]
node 21 [expr -$dc/2-$lbolt] [expr $hbolt]
node 22 [expr $dc/2] [expr $hbolt]
node 23 [expr $dc/2+$lbolt] [expr $hbolt]
node 24 0.0 [expr -$hbolt]
node 25 [expr -$dc/2] [expr -$hbolt]
node 26 [expr -$dc/2-$lbolt] [expr -$hbolt]
node 27 [expr $dc/2] [expr -$hbolt]
node 28 [expr $dc/2+$lbolt] [expr -$hbolt]
node 29 [expr -$dc/2-$lbolt] 0.0
node 30 [expr $dc/2+$lbolt] 0.0
# Boundary Conditions
fix 4 1 1 0; # fixed base
fix 16 0 1 0; # free end
fix 18 0 1 0; # fixed base
equalDOF 5 6 2
equalDOF 7 8 2
equalDOF 9 10 2
equalDOF 11 12 2
###########################Materials###############################
puts "Begin material definition"
#gap opening
#Elastic-No or ElasticPPGap Tension Material
#uniaxialMaterial ENT $matTag $E
uniaxialMaterial ENT $mattaggap [expr 1.e15]
#uniaxialMaterial ElasticPPGap $matTag $E $Fy $gap <$eta> <damage>
#uniaxialMaterial ElasticPPGap $mattaggap $E $Fyc 0.0
puts "end of gap material"
puts "begin of post tendon material"
#post tendon
#uniaxialMaterial Elastic $matTag $E <$eta>
uniaxialMaterial Elastic $mattagstrand1 $E
uniaxialMaterial InitStrainMaterial $mattagstrand2 $mattagstrand1 $instrain
puts "end of post tension material"
#Hardening Material column
#uniaxialMaterial Hardening $matTag $E $sigmaY $H_iso $H_kin <$eta>
uniaxialMaterial Hardening $mattagcolumn $E $Fyc $Hisoc $Hkinc
puts "end of hardening material of column"
#Hardening Material beam
#uniaxialMaterial Hardening $matTag $E $sigmaY $H_iso $H_kin <$eta>
uniaxialMaterial Hardening $mattagbeam $E $Fyb $Hisob $Hkinb
puts "end of hardening material of beam"
#Hardening Material reinforcing plate
#uniaxialMaterial Hardening $matTag $E $sigmaY $H_iso $H_kin <$eta>
uniaxialMaterial Hardening $mattagR $E $Fyr $Hisor $Hkinr
puts "begin of angle materials"
# Material for angle
#uniaxialMaterial Steel02 $matTag $Fy $E $b $R0 $cR1 $cR2 $a1 $a2 $a3 $a4
uniaxialMaterial Steel02 $mattagangle $Fya $Ea $b $R0 $R1 $R2 $a1 $a2 $a3 $a4
puts "end of angle material"
puts "All materials have been defined"
puts "Being element cross-section definition"
###########################Cross section##########################
puts "Being element cross-section definition"
source Wsection.tcl; # procedure to define fiber W section
# ELEMENT properties
# Structural-Steel W-section properties
# column sections: W14x311
set d 43.434; # depth
set bf 41.148; # flange width
set tf 5.7404; # flange thickness
set tw 3.5814; # web thickness
set nfdw 16; # number of fibers along dw
set nftw 2; # number of fibers along tw
set nfbf 16; # number of fibers along bf
set nftf 4; # number of fibers along tf
Wsection $colsectag $mattagcolumn $d $bf $tf $tw $nfdw $nftw $nfbf $nftf
# beam sections: W24x62
set d 60.198; # depth
set bf 17.8816; # flange width
set tf 1.4986; # flange thickness
set tw 1.0922; # web thickness
set nfdw 16; # number of fibers along dw
set nftw 2; # number of fibers along tw
set nfbf 16; # number of fibers along bf
set nftf 4; # number of fibers along tf
Wsection $BeamSecTag $mattagbeam $d $bf $tf $tw $nfdw $nftw $nfbf $nftf
## beam sections: W24x62 and Reinforcing plate 25.4*5.7*1.27 cm
set Nm 60.198; # nominal depth of beam
set wt 1.0922; # web thickness of beam
set fb 17.8816; # flange width of beam
set ft 1.4986; # flange thickness of beam
set ndw 16; # number of fibers along web depth
set ntw 2; # number of fibers along web thickness
set nbf 16; # number of fibers along flange width
set ntf 4; # number of fibers along flange thickness
set dw [expr $Nm - 2*$ft]
set y1 [expr -$Nm /2]
set y2 [expr -$dw/2]
set y3 [expr $dw/2]
set y4 [expr $Nm /2]
set y5 [expr $Nm /2+$tr]
set y6 [expr -$Nm /2 -$tr]
set z1 [expr -$fb/2]
set z2 [expr -$wt/2]
set z3 [expr $wt/2]
set z4 [expr $fb/2]
set z5 [expr $wLr/2]
set z6 [expr -$wLr/2]
section fiberSec $Rsectag {
# nfIJ nfJK yI zI yJ zJ yK zK yL zL
patch quadr $mattagbeam $nbf $ntf $y1 $z4 $y1 $z1 $y2 $z1 $y2 $z4
patch quadr $mattagbeam $ntw $ndw $y2 $z3 $y2 $z2 $y3 $z2 $y3 $z3
patch quadr $mattagbeam $nbf $ntf $y3 $z4 $y3 $z1 $y4 $z1 $y4 $z4
patch quadr $mattagR $nbf $ntf $y4 $z5 $y4 $z6 $y5 $z6 $y5 $z5
patch quadr $mattagR $nbf $ntf $y6 $z5 $y6 $z6 $y1 $z6 $y1 $z5
}
##########################Element###############################
#Gap
#Zero-Length Element
#element zeroLength $eleTag $iNode $jNode -mat $matTag1 $matTag2 ... -dir $dir1 $dir2 ... <-orient $x1 $x2 $x3 $yp1 $yp2 $yp3>
element zeroLength 1 5 6 -mat $mattaggap -dir 1
element zeroLength 2 7 8 -mat $mattaggap -dir 1
element zeroLength 3 9 10 -mat $mattaggap -dir 1
element zeroLength 4 11 12 -mat $mattaggap -dir 1
puts "End of zeroLength element"
#beam
#Displacement-Based Beam-Column Element
geomTransf Linear 1
#geomTransf $ColTransfType $IDColTransf ;
#geomTransf Linear $IDBeamTransf
set np 8
#set transfTag
element dispBeamColumn 5 13 29 $np $Rsectag 1
element dispBeamColumn 6 29 15 $np $Rsectag 1
element dispBeamColumn 7 15 16 $np $BeamSecTag 1
element dispBeamColumn 8 14 30 $np $Rsectag 1
element dispBeamColumn 9 30 17 $np $Rsectag 1
element dispBeamColumn 10 17 18 $np $BeamSecTag 1
puts "End of beam element"
#angle or T-stub
#element truss $eleTag $iNode $jNode $A $matTag
element truss 11 20 21 $Aangle $mattagangle
element truss 12 22 23 $Aangle $mattagangle
element truss 13 25 26 $Aangle $mattagangle
element truss 14 27 28 $Aangle $mattagangle
puts "End angle element"
# column
#Displacement-Based Beam-Column Element
geomTransf Linear 2
#geomTransf $ColTransfType $IDColTransf ; # only columns can have PDelta effects (gravity effects)
#geomTransf Linear $IDBeamTransf
element dispBeamColumn 15 1 19 $np $colsectag 2
element dispBeamColumn 16 19 2 $np $colsectag 2
element dispBeamColumn 17 24 3 $np $colsectag 2
element dispBeamColumn 18 4 24 $np $colsectag 2
element dispBeamColumn 19 2 3 $np $colsectag 2
puts "End of beam and column element"
#post tansion strand (TRUSS)
#element truss $eleTag $iNode $jNode $Atendons $matTag
element truss 20 16 18 [expr 4*$Atendons] $mattagstrand2
puts "End of post tansion strand "
#rigid link
rigidLink beam 2 5
rigidLink beam 2 7
rigidLink beam 3 9
rigidLink beam 3 11
rigidLink beam 19 20
rigidLink beam 19 22
rigidLink beam 24 25
rigidLink beam 24 27
rigidLink beam 13 6
rigidLink beam 13 10
rigidLink beam 29 21
rigidLink beam 29 26
rigidLink beam 30 23
rigidLink beam 30 28
rigidLink beam 14 8
rigidLink beam 14 12
puts "End Element defintion"
##############################################################################
#post tension analysis
puts "Begin post tension loads"
recorder Element 20 -file Elem1.out force
constraints Penalty 10 10
integrator LoadControl 1
numberer Plain
system BandGeneral
test NormDispIncr 1.0e-7 100
algorithm Newton
analysis Static
analyze 500
puts "posttension done"
print ele 20
###########cyclic##########
constraints Penalty 10 10
numberer RCM
system UmfPack
test NormDispIncr 1.0e-7 100
algorithm ModifiedNewton
foreach Dincr {0.001 -0.002 0.003 -.004 .008 -.016 .008} {
integrator DisplacementControl 1 1 $Dincr
analyze 100
}
puts " cyclic don"


##########################################Wsection.tcl######################
proc Wsection { secID matID d bf tf tw nfdw nftw nfbf nftf} {
# ###################################################################
# Wsection $secID $matID $d $bf $tf $tw $nfdw $nftw $nfbf $nftf
# ###################################################################
# create a standard W section given the nominal section properties
# written: Remo M. de Souza
# date: 06/99
# modified: 08/99 (according to the new general modelbuilder)
# input parameters
# secID - section ID number
# matID - material ID number
# d = nominal depth
# tw = web thickness
# bf = flange width
# tf = flange thickness
# nfdw = number of fibers along web depth
# nftw = number of fibers along web thickness
# nfbf = number of fibers along flange width
# nftf = number of fibers along flange thickness

set dw [expr $d - 2 * $tf]
set y1 [expr -$d/2]
set y2 [expr -$dw/2]
set y3 [expr $dw/2]
set y4 [expr $d/2]

set z1 [expr -$bf/2]
set z2 [expr -$tw/2]
set z3 [expr $tw/2]
set z4 [expr $bf/2]

section fiberSec $secID {
# nfIJ nfJK yI zI yJ zJ yK zK yL zL
patch quadr $matID $nfbf $nftf $y1 $z4 $y1 $z1 $y2 $z1 $y2 $z4
patch quadr $matID $nftw $nfdw $y2 $z3 $y2 $z2 $y3 $z2 $y3 $z3
patch quadr $matID $nfbf $nftf $y3 $z4 $y3 $z1 $y4 $z1 $y4 $z4
}
}

[vesna]

The coefficients of penalty constraints are too small. They have to be big enough to enforce the constraint, but not too large so that stiffness terms get lost due to roundoff or the terms cause conditioing problems when the matrix equation is solved . You need to play with it, look at the results and see if the constraints you want are being enforced to your satisfaction.