analysis error

[senior]

what is the problem of this code? pls help me?


################################################
#### 1-Story 1-Bay Braced frame ####
## Units Kgf-cm
## E = 2.1e6
## A Beam = A Column = 50
## Length Beam = 150
## Length Column = 300
## Nodal mass = 1
## Moment of Inertia Beam = Column = 104.167

wipe
## Define model's dimension and Degree of Freedom ##
model basic -ndm 2 -ndf 3

## Define model's basic Parameters ##
## Frame Dimension
set Height 300.
set Bay 150.

## Dynamic characteristics Parameters
set E 2.1e6
set AB 50
set AC 50
set ABr 25
set IB 104.167
set IC 104.167
set LB 150
set LC 300
set mass 1

### Define Model's Nodes ###
node 01 0. 0.
node 02 150. 0.
node 11 0. 300.
node 12 150. 300.
node 110 75 300
node 111 75 300
### Define Extra Nodes ###

### Base Level Restrains ###
fix 01 1 1 1
fix 02 1 1 1

### Local axises to Global axises Transformation ###
set BGeoT 1
set CGeoT 2

geomTransf Linear $BGeoT
geomTransf PDelta $CGeoT

set bmat 2 ; #beam material
set fyb 2400 ;#fy beam
set bb 0.003 ;#b of beam ( look steel02 help)
uniaxialMaterial Steel02 $bmat $fyb $E $bb 20 0.925 1 0 1 0 1 0

proc WSection { secID matID d bf tf tw nfdw nftw nfbf nftf} {
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 Fiber $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
}
}

set bsec 1 ; #beam section tag
set db 35; #d of beam
set bfb 18 ;#b of flange of beam
set tfb 1.4
set twb 1
set nfdwb 1
set nftwb 1
set nfbfb 1
set nftfb 1

WSection $bsec $bmat $db $bfb $tfb $twb $nfdwb $nftwb $nfbfb $nftfb

### Elastic Beam Element ###
#element elasticBeamColumn 3 211 212 $AB $E $IB $BGeoT
element elasticBeamColumn 3 11 110 $AB $E $IB $BGeoT
element zeroLengthSection 4 110 111 $bsec
element elasticBeamColumn 5 111 12 $AB $E $IB $BGeoT

### Elastic column Element ###
element elasticBeamColumn 1 01 11 $AC $E $IC $CGeoT
element elasticBeamColumn 2 02 12 $AC $E $IC $CGeoT


### Elastic Bracing Element ###
## Define Braces Material
uniaxialMaterial Elastic 1 $E

## Define Gusset Plate Element
element truss 8 11 02 $ABr 1
element truss 9 01 12 $ABr 1


### Mass ###
mass 11 $mass 1e-9 1e-9
mass 12 $mass 1e-9 1e-9

puts " Model is Ready "


#### Eigen Value Calculation ###
set Pi [expr 4*atan(1)]
puts " T = [expr 2*$Pi/pow([eigen 1],0.5)] Sec "

set Tol 1.0e-8; # convergence tolerance for test

constraints Plain ; # 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
test NormDispIncr $Tol 6 ; # determine if convergence has been achieved at the end of an iteration step
algorithm ModifiedNewton ; # 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

[brag006]

What is wrong with your code? Appears to be analyzing normally. You need recorders if you want any output.