How to simulate a brace used in the frame?

[limaochang]

Dear all
I am simulating a brige bent retrofitted with a self-centring brace.But I don't know how to model the SCB in the brige bent.I have tried to use tuss element to model SCB,but this method doesn't work.And here is my model code.
model BasicBuilder -ndm 2 -ndf 3
#L column
node 1 -1300 0
node 2 -1300 250
node 3 -1300 650
node 4 -1300 1050
node 5 -1300 1450
node 6 -1300 1850
#R column
node 11 1300 0
node 12 1300 250
node 13 1300 650
node 14 1300 1050
node 15 1300 1450
node 16 1300 1850
#capbeam
node 21 -1800 2050
node 22 -1300 2050
node 23 -1150 2050
node 24 1150 2050
node 25 1300 2050
node 26 1800 2050
#brace
node 31 -1300 0
node 32 1300 2050
#node 33 -1092 164
#node 34 1092 1886
#fix
fix 1 1 1 1
fix 11 1 1 1
#materail
#concrete r6
uniaxialMaterial Concrete02 1 -35.3 -0.002 -7.1 -0.004 0.10 3.70 3530
#concrete
uniaxialMaterial Concrete02 2 -45.9 -0.0026 -9.18 -0.015 0.10 4.22 3531
#bar
uniaxialMaterial Steel02 3 385 190000 1.00E-02 2.00E+01 9.25E-01 1.50E-01 0.01 1.00E+00 0.01 1.00E+00 0.00E+00
#SCB
uniaxialMaterial SelfCentering 4 104500 12100 397000 0.30 0 0 0
#
uniaxialMaterial Elastic 5 1
#uniaxialMaterial Elastic 6 1
section Fiber 1 {
# PatchCirc "con": matTag nfcirc nfrad y z intRad extRad <startAng endAng>
patch circ 1 10 10 +0.000000E+00 +0.000000E+00 +1.250000E+02 +1.5000000E+02 +0.000000E+00 +3.600000E+02
# PatchCirc "un": matTag nfcirc nfrad y z intRad extRad <startAng endAng>
patch circ 2 10 10 +0.000000E+00 +0.000000E+00 +0.000000E+02 +1.250000E+02 +0.000000E+00 +3.600000E+02
# LayerCircular "steel": matTag numBar areaBar y z radius <startAng endAng>
layer circ 3 10 +1.1309734E+02 +0.000000E+00 +0.000000E+00 +1.0700000E+02 +0.000000E+00 +3.600000E+02
}
geomTransf Linear 1
#Lcolumn
element beamWithHinges 1 2 3 1 229.64 1 229.64 37676.82 70685.83471 397607820 1 =-mass 0 =-iter 10 1E-12 =-integration Lobatto
element beamWithHinges 2 3 4 1 229.64 1 229.64 37676.82 70685.83471 397607820 1 =-mass 0 =-iter 10 1E-12 =-integration Lobatto
element beamWithHinges 3 4 5 1 229.64 1 229.64 37676.82 70685.83471 397607820 1 =-mass 0 =-iter 10 1E-12 =-integration Lobatto
element beamWithHinges 4 5 6 1 229.64 1 229.64 37676.82 70685.83471 397607820 1 =-mass 0 =-iter 10 1E-12 =-integration Lobatto
#Rcolumn
element beamWithHinges 11 12 13 1 229.64 1 229.64 37676.82 70685.83471 397607820 1 =-mass 0 =-iter 10 1E-12 =-integration Lobatto
element beamWithHinges 12 13 14 1 229.64 1 229.64 37676.82 70685.83471 397607820 1 =-mass 0 =-iter 10 1E-12 =-integration Lobatto
element beamWithHinges 13 14 15 1 229.64 1 229.64 37676.82 70685.83471 397607820 1 =-mass 0 =-iter 10 1E-12 =-integration Lobatto
element beamWithHinges 14 15 16 1 229.64 1 229.64 37676.82 70685.83471 397607820 1 =-mass 0 =-iter 10 1E-12 =-integration Lobatto
#rigidlink
element elasticBeamColumn 21 1 2 70685.8347 +5.000000E+10 +1.401985E+11 1 +0.000000E+00 +0.000000E+00 -mass +0.000000E+00
element elasticBeamColumn 22 11 12 70685.8347 +5.000000E+10 +1.401985E+11 1 +0.000000E+00 +0.000000E+00 -mass +0.000000E+00
#rigidlink
element elasticBeamColumn 31 6 22 70685.8347 +5.000000E+10 +1.401985E+11 1 +0.000000E+00 +0.000000E+00 -mass +0.000000E+00
element elasticBeamColumn 32 16 25 70685.8347 +5.000000E+10 +1.401985E+11 1 +0.000000E+00 +0.000000E+00 -mass +0.000000E+00
#capbeam
element elasticBeamColumn 41 21 22 +1.60000E+5 +3.096270E+04 2.13E+9 1 +0.000000E+00 +0.000000E+00 -mass +0.000000E+00
element elasticBeamColumn 42 22 23 +1.60000E+5 +5.000000E+10 2.13E+9 1 +0.000000E+00 +0.000000E+00 -mass +0.000000E+00
element elasticBeamColumn 43 23 24 +1.60000E+5 +3.096270E+04 2.13E+9 1 +0 +0 -mass +0
element elasticBeamColumn 44 24 25 +1.60000E+5 +5.000000E+10 2.13E+9 1 +0 +0 -mass +0
element elasticBeamColumn 45 25 26 +1.60000E+5 +3.096270E+04 2.13E+9 1 +0.000000E+00 +0.000000E+00 -mass +0.000000E+00
#define hingle
element zeroLength 61 1 31 -mat 5 -dir 6
element zeroLength 62 32 25 -mat 5 -dir 6
#define hingle
equalDOF 1 31 1 2
equalDOF 25 32 1 2
element elasticBeamColumn 71 31 33 70685.8347 +5.000000E+10 +1.401985E+11 1 +0.000000E+00 +0.000000E+00 -mass +0.000000E+00
element elasticBeamColumn 72 34 32 70685.8347 +5.000000E+10 +1.401985E+11 1 +0.000000E+00 +0.000000E+00 -mass +0.000000E+00
#define SCB
element truss 51 31 33 1 4 -rho +0.000000E+00 -cMass 0 -doRayleigh 0
recorder Node -file node21.out -time -node 21 -dof 1 2 3 disp
recorder Node -file node6.out -time -node 6 -dof 1 2 3 disp
recorder Node -file node32.out -time -node 32 -dof 1 2 3 disp
recorder Node -file node34.out -time -node 34 -dof 1 2 3 disp
recorder Node -file node25.out -time -node 25 -dof 1 2 3 disp
recorder Node -file node33.out -time -node 33 -dof 1 2 3 disp
recorder Node -file disp1.osp -time -node 1 2 3 4 5 6 11 12 13 14 15 16 21 22 23 24 25 26 31 32 33 34 -dof 1 2 3 disp
recorder Element -file ele0.out -time -ele 51 localForce
recorder Element -file ele1.out -ele 1 force
recorder Element -file ele1b.out -ele 1 section 1 deformation
pattern Plain 1 Linear {
load 22 0.0 -203893.2902 0.0
load 25 0.0 -203893.2902 0.0
}
constraints Transformation
numberer Plain
system BandGeneral
test EnergyIncr 1.0e-6 200
algorithm Newton
integrator LoadControl 1
analysis Static
analyze 1
loadConst 0.0
wipeAnalysis
pattern Plain 2 Linear {
load 21 1.0 0.0 0.0
}
source SmartAnalyze.tcl
constraints Transformation
numberer Plain
set protocol { 100 }
SmartAnalyzeStatic 21 1 0.1 $protocol