convergence issue

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lvy
Posts: 26
Joined: Tue Dec 14, 2004 8:22 pm
Location: Shanghai, China

convergence issue

Post by lvy »

I built a bridge model with fiber element and applied uniform excitation. I set g=4.8 and get convergent result. When I increase the value of g, from 4.9 to 20.0, I couldn't get the convergent result. The program stoped earlier and earlier because of the increcement of g. The script and data file are as follows.

Could you like give me some suggestion? Thank for any answer!

Code: Select all

# Hollow High Pier
# ------------------------
#  Reinforced concrete bridge with 30m tall pier 
# -----------------
#  Nonlinear beam-column elements
# 
# Units: kN, m, sec
#
# Written: Liang Zhiyao
#Tongji University
# Date: May 19, 2005


# ------------------------------
# Start of model generation
# ------------------------------

# Create ModelBuilder (with three-dimensions and 6 DOF/node)
model basic -ndm 3 -ndf 6

#record all information
logFile lvy.log

# Create nodes
# ------------

# Set parameters for overall model geometry

# Create nodes
# 1#pier
#    tag        X        Y       Z 
node   1        40.0    0.00    0.0 
node   2        40.0    0.00    0.5 
node   3        40.0    0.00    1.0 
node   4        40.0    0.00    1.5 
node   5        40.0    0.00    2.0 
node   6        40.0    0.00    2.5 
node   7        40.0    0.00    3.0 
node   8        40.0    0.00    3.5 
node   9        40.0    0.00    4.0 
node   10       40.0    0.00    5.0 
node   11       40.0    0.00    6.0 
node   12       40.0    0.00    8.0 
node   13       40.0    0.00    10.0
node   14       40.0    0.00    12.0
node   15       40.0    0.00    14.0 
node   16       40.0    0.00    16.0 
node   17       40.0    0.00    18.0 
node   18       40.0    0.00    20.0 
node   19       40.0    0.00    22.0 
node   20       40.0    0.00    24.0 
node   21       40.0    0.00    26.0 
node   22       40.0    0.00    28.0 
node   23       40.0    0.00    30.0 

# 2#pier                                
node   24       80.0    0.00    0.0 
node   25       80.0    0.00    0.5 
node   26       80.0    0.00    1.0 
node   27       80.0    0.00    1.5 
node   28       80.0    0.00    2.0 
node   29       80.0    0.00    2.5 
node   30       80.0    0.00    3.0 
node   31       80.0    0.00    3.5 
node   32       80.0    0.00    4.0 
node   33       80.0    0.00    5.0 
node   34       80.0    0.00    6.0 
node   35       80.0    0.00    8.0 
node   36       80.0    0.00    10.0 
node   37       80.0    0.00    12.0 
node   38       80.0    0.00    14.0 
node   39       80.0    0.00    16.0 
node   40       80.0    0.00    18.0 
node   41       80.0    0.00    20.0 
node   42       80.0    0.00    22.0 
node   43       80.0    0.00    24.0 
node   44       80.0    0.00    26.0 
node   45       80.0    0.00    28.0 
node   46       80.0    0.00    30.0 

# 3#pier                                
node   47       120.0   0.00    0.0 
node   48       120.0   0.00    0.5 
node   49       120.0   0.00    1.0 
node   50       120.0   0.00    1.5 
node   51       120.0   0.00    2.0 
node   52       120.0   0.00    2.5 
node   53       120.0   0.00    3.0 
node   54       120.0   0.00    3.5 
node   55       120.0   0.00    4.0 
node   56       120.0   0.00    5.0 
node   57       120.0   0.00    6.0 
node   58       120.0   0.00    8.0 
node   59       120.0   0.00    10.0 
node   60       120.0   0.00    12.0 
node   61       120.0   0.00    14.0 
node   62       120.0   0.00    16.0 
node   63       120.0   0.00    18.0 
node   64       120.0   0.00    20.0 
node   65       120.0   0.00    22.0 
node   66       120.0   0.00    24.0 
node   67       120.0   0.00    26.0 
node   68       120.0   0.00    28.0 
node   69       120.0   0.00    30.0 

node   70        0.0    0.00    30.0
node   71       10.0    0.00    30.0
node   72       20.0    0.00    30.0
node   73       30.0    0.00    30.0
node   74       50.0    0.00    30.0
node   75       60.0    0.00    30.0
node   76       70.0    0.00    30.0
node   77       90.0    0.00    30.0
node   78      100.0    0.00    30.0
node   79      110.0    0.00    30.0
node   80      130.0    0.00    30.0
node   81      140.0    0.00    30.0
node   82      150.0    0.00    30.0
node   83      160.0    0.00    30.0

#     tag     MX     MY     MZ     RX     RY     RZ
mass   2    5.6    5.6     0.0     0.0    0.0    0.0
mass   3    5.6    5.6     0.0     0.0    0.0    0.0
mass   4    5.6    5.6     0.0     0.0    0.0    0.0
mass   5    5.6    5.6     0.0     0.0    0.0    0.0
mass   6    5.6    5.6     0.0     0.0    0.0    0.0
mass   7    5.6    5.6     0.0     0.0    0.0    0.0
mass   8    5.6    5.6     0.0     0.0    0.0    0.0
mass   9    8.4    8.4     0.0     0.0    0.0    0.0
mass   10   11.2   11.2    0.0     0.0    0.0    0.0
mass   11   16.8   16.8    0.0     0.0    0.0    0.0
mass   12   22.4   22.4    0.0     0.0    0.0    0.0
mass   13   22.4   22.4    0.0     0.0    0.0    0.0
mass   14   22.4   22.4    0.0     0.0    0.0    0.0
mass   15   22.4   22.4    0.0     0.0    0.0    0.0
mass   16   22.4   22.4    0.0     0.0    0.0    0.0
mass   17   22.4   22.4    0.0     0.0    0.0    0.0
mass   18   22.4   22.4    0.0     0.0    0.0    0.0
mass   19   22.4   22.4    0.0     0.0    0.0    0.0
mass   20   22.4   22.4    0.0     0.0    0.0    0.0
mass   21   22.4   22.4    0.0     0.0    0.0    0.0
mass   22   22.4   22.4    0.0     0.0    0.0    0.0
mass   23   198.7  198.7   0.0     0.0    0.0    0.0

mass   25   5.6    5.6     0.0     0.0    0.0    0.0
mass   26   5.6    5.6     0.0     0.0    0.0    0.0
mass   27   5.6    5.6     0.0     0.0    0.0    0.0
mass   28   5.6    5.6     0.0     0.0    0.0    0.0
mass   29   5.6    5.6     0.0     0.0    0.0    0.0
mass   30   5.6    5.6     0.0     0.0    0.0    0.0
mass   31   5.6    5.6     0.0     0.0    0.0    0.0
mass   32   8.4    8.4     0.0     0.0    0.0    0.0
mass   33   11.2   11.2    0.0     0.0    0.0    0.0
mass   34   16.8   16.8    0.0     0.0    0.0    0.0
mass   35   22.4   22.4    0.0     0.0    0.0    0.0
mass   36   22.4   22.4    0.0     0.0    0.0    0.0
mass   37   22.4   22.4    0.0     0.0    0.0    0.0
mass   38   22.4   22.4    0.0     0.0    0.0    0.0
mass   39   22.4   22.4    0.0     0.0    0.0    0.0
mass   40   22.4   22.4    0.0     0.0    0.0    0.0
mass   41   22.4   22.4    0.0     0.0    0.0    0.0
mass   42   22.4   22.4    0.0     0.0    0.0    0.0
mass   43   22.4   22.4    0.0     0.0    0.0    0.0
mass   44   22.4   22.4    0.0     0.0    0.0    0.0
mass   45   22.4   22.4    0.0     0.0    0.0    0.0
mass   46   198.7  198.7   0.0     0.0    0.0    0.0

mass   48   5.6    5.6     0.0     0.0    0.0    0.0
mass   49   5.6    5.6     0.0     0.0    0.0    0.0
mass   50   5.6    5.6     0.0     0.0    0.0    0.0
mass   51   5.6    5.6     0.0     0.0    0.0    0.0
mass   52   5.6    5.6     0.0     0.0    0.0    0.0
mass   53   5.6    5.6     0.0     0.0    0.0    0.0
mass   54   5.6    5.6     0.0     0.0    0.0    0.0
mass   55   8.4    8.4     0.0     0.0    0.0    0.0
mass   56   11.2   11.2    0.0     0.0    0.0    0.0
mass   57   16.8   16.8    0.0     0.0    0.0    0.0
mass   58   22.4   22.4    0.0     0.0    0.0    0.0
mass   59   22.4   22.4    0.0     0.0    0.0    0.0
mass   60   22.4   22.4    0.0     0.0    0.0    0.0
mass   61   22.4   22.4    0.0     0.0    0.0    0.0
mass   62   22.4   22.4    0.0     0.0    0.0    0.0
mass   63   22.4   22.4    0.0     0.0    0.0    0.0
mass   64   22.4   22.4    0.0     0.0    0.0    0.0
mass   65   22.4   22.4    0.0     0.0    0.0    0.0
mass   66   22.4   22.4    0.0     0.0    0.0    0.0
mass   67   22.4   22.4    0.0     0.0    0.0    0.0
mass   68   22.4   22.4    0.0     0.0    0.0    0.0
mass   69   198.7  198.7   0.0     0.0    0.0    0.0

mass   70   93.75  93.75  0.0     0.0    0.0    0.0
mass   71   187.5  187.5  0.0     0.0    0.0    0.0
mass   72   187.5  187.5  0.0     0.0    0.0    0.0
mass   73   187.5  187.5  0.0     0.0    0.0    0.0
mass   74   187.5  187.5  0.0     0.0    0.0    0.0
mass   75   187.5  187.5  0.0     0.0    0.0    0.0
mass   76   187.5  187.5  0.0     0.0    0.0    0.0
mass   77   187.5  187.5  0.0     0.0    0.0    0.0
mass   78   187.5  187.5  0.0     0.0    0.0    0.0
mass   79   187.5  187.5  0.0     0.0    0.0    0.0
mass   80   187.5  187.5  0.0     0.0    0.0    0.0
mass   81   187.5  187.5  0.0     0.0    0.0    0.0
mass   82   187.5  187.5  0.0     0.0    0.0    0.0
mass   83   93.75  93.75  0.0     0.0    0.0    0.0

# Fix supports at base of columns
#    tag   DX   DY   DZ    RX   RY   RZ
fix   1     1    1    1    1    1    1
fix   24    1    1    1    1    1    1
fix   47    1    1    1    1    1    1
fix   70    0    1    1    1    0    1
fix   85    0    1    1    1    0    1


# Define materials for nonlinear columns
# ------------------------------------------
# CONCRETE                  tag   f'c        ec0   f'cu        ecu
# Core concrete (confined)
uniaxialMaterial Concrete01 1  -44540.0  -0.0051  -28500.0   -0.0254
# Cover concrete (unconfined)
uniaxialMaterial Concrete01 2  -34000.0  -0.002   0.0     -0.006

# STEEL
# Reinforcing steel 
set fy 340000.0;      # Yield stress
set E 200000000.0;    # Young's modulus
#                        tag  fy E0    b
uniaxialMaterial Steel01  3  $fy $E 0.001

# Define cross-section for nonlinear columns
# ------------------------------------------

# set some paramaters
set y  1.55
set y2 1.25
set z  1.55
set z2 1.25
set cover  0.05
set As    0.000490625;     # area of 25mm bars


section Fiber 1 {

    # Create the concrete core fibers
    patch rect 1 2  10 [expr -$y] [expr -$z] [expr -$y2] [expr $z]
    patch rect 1 2  10 [expr $y2] [expr -$z] [expr $y] [expr $z]
    patch rect 1 10  2 [expr -$y2] [expr $z2] [expr $y2] [expr $z]
    patch rect 1 10  2 [expr -$y2] [expr -$z] [expr $y2] [expr -$z2]

    # Create the concrete cover fibers (top, bottom, left, right)
    patch rect 2 10 1  [expr -$y-$cover] [expr $z] [expr $y+$cover] [expr $z+$cover]
    patch rect 2 10 1  [expr -$y-$cover] [expr -$z-$cover] [expr $y+$cover] [expr -$z]
    patch rect 2 1 10  [expr -$y-$cover] [expr -$z] [expr -$y] [expr $z]
    patch rect 2 1 10  [expr $y] [expr -$z] [expr $y+$cover] [expr $z]
    
    patch rect 2 10 1  [expr -$y2] [expr $z2-$cover] [expr $y2] [expr $z2]
    patch rect 2 10 1  [expr -$y2] [expr -$z2] [expr $y2] [expr -$z2+$cover]
    patch rect 2 1 10  [expr -$y2] [expr -$z2+$cover] [expr -$y2+$cover] [expr $z2-$cover]
    patch rect 2 1 10  [expr $y2-$cover] [expr -$z2+$cover] [expr $y2] [expr $z2-$cover]

    # Create the reinforcing fibers (left, middle, right)
    layer straight 3 21 $As [expr -$y] [expr $z] [expr -$y] [expr -$z]
    layer straight 3 21 $As [expr $y] [expr $z] [expr $y] [expr -$z]
    layer straight 3 10 $As [expr -$y2] [expr $z2] [expr -$y2] [expr -$z2]
    layer straight 3 10 $As [expr $y2] [expr $z2] [expr $y2] [expr -$z2]
    layer straight 3 19 $As [expr -$y+0.12] [expr $z] [expr $y-0.12] [expr $z]
    layer straight 3 19 $As [expr -$y+0.12] [expr -$z] [expr $y-0.12] [expr -$z]
    layer straight 3  8 $As [expr -$y2+0.2] [expr -$z2] [expr $y2-0.2] [expr -$z2]
    layer straight 3  8 $As [expr -$y2+0.2] [expr $z2] [expr $y2-0.2] [expr $z2]
}    

#Linear elastic torsion
uniaxialMaterial Elastic  101  [expr 11.6942*13000000.0]

#Attach torsion to the RC section
section Aggregator 2 101 T -section 1

# Define column elements
# ----------------------

# Geometry of column elements
#                tag 
geomTransf Linear 1 0 1 0
geomTransf Linear 2 0 0 1  

# Number of integration points along length of element
set np 5

# Create the coulumns using Beam-column elements
#                           tag ndI ndJ  nsecs secID transfTag  mass
element nonlinearBeamColumn  1   1   2    $np    2       1 
element nonlinearBeamColumn  2   2   3    $np    2       1 
element nonlinearBeamColumn  3   3   4    $np    2       1 
element nonlinearBeamColumn  4   4   5    $np    2       1 
element nonlinearBeamColumn  5   5   6    $np    2       1 
element nonlinearBeamColumn  6   6   7    $np    2       1
element nonlinearBeamColumn  7   7   8    $np    2       1  
element nonlinearBeamColumn  8   8   9    $np    2       1  
element nonlinearBeamColumn  9   9   10   $np    2       1   
element nonlinearBeamColumn  10  10  11   $np    2       1  
element nonlinearBeamColumn  11  11  12   $np    2       1    
element nonlinearBeamColumn  12  12  13   $np    2       1  
element nonlinearBeamColumn  13  13  14   $np    2       1   
element nonlinearBeamColumn  14  14  15   $np    2       1   
element nonlinearBeamColumn  15  15  16   $np    2       1    
element nonlinearBeamColumn  16  16  17   $np    2       1   
element nonlinearBeamColumn  17  17  18   $np    2       1   
element nonlinearBeamColumn  18  18  19   $np    2       1  
element nonlinearBeamColumn  19  19  20   $np    2       1   
element nonlinearBeamColumn  20  20  21   $np    2       1   
element nonlinearBeamColumn  21  21  22   $np    2       1    
element nonlinearBeamColumn  22  22  23   $np    2       1   

element nonlinearBeamColumn  23  24  25   $np    2       1 
element nonlinearBeamColumn  24  25  26   $np    2       1    
element nonlinearBeamColumn  25  26  27   $np    2       1   
element nonlinearBeamColumn  26  27  28   $np    2       1   
element nonlinearBeamColumn  27  28  29   $np    2       1  
element nonlinearBeamColumn  28  29  30   $np    2       1   
element nonlinearBeamColumn  29  30  31   $np    2       1   
element nonlinearBeamColumn  30  31  32   $np    2       1    
element nonlinearBeamColumn  31  32  33   $np    2       1 
element nonlinearBeamColumn  32  33  34   $np    2       1   
element nonlinearBeamColumn  33  34  35   $np    2       1 
element nonlinearBeamColumn  34  35  36   $np    2       1    
element nonlinearBeamColumn  35  36  37   $np    2       1   
element nonlinearBeamColumn  36  37  38   $np    2       1   
element nonlinearBeamColumn  37  38  39   $np    2       1  
element nonlinearBeamColumn  38  39  40   $np    2       1   
element nonlinearBeamColumn  39  40  41   $np    2       1   
element nonlinearBeamColumn  40  41  42   $np    2       1    
element nonlinearBeamColumn  41  42  43   $np    2       1
element nonlinearBeamColumn  42  43  44   $np    2       1     
element nonlinearBeamColumn  43  44  45   $np    2       1 
element nonlinearBeamColumn  44  45  46   $np    2       1    

element nonlinearBeamColumn  45  47  48   $np    2       1   
element nonlinearBeamColumn  46  48  49   $np    2       1  
element nonlinearBeamColumn  47  49  50   $np    2       1   
element nonlinearBeamColumn  48  50  51   $np    2       1   
element nonlinearBeamColumn  49  51  52   $np    2       1    
element nonlinearBeamColumn  50  52  53   $np    2       1 
element nonlinearBeamColumn  51  53  54   $np    2       1   
element nonlinearBeamColumn  52  54  55   $np    2       1 
element nonlinearBeamColumn  53  55  56   $np    2       1    
element nonlinearBeamColumn  54  56  57   $np    2       1   
element nonlinearBeamColumn  55  57  58   $np    2       1   
element nonlinearBeamColumn  56  58  59   $np    2       1  
element nonlinearBeamColumn  57  59  60   $np    2       1   
element nonlinearBeamColumn  58  60  61   $np    2       1   
element nonlinearBeamColumn  59  61  62   $np    2       1    
element nonlinearBeamColumn  60  62  63   $np    2       1
element nonlinearBeamColumn  61  63  64   $np    2       1     
element nonlinearBeamColumn  62  64  65   $np    2       1 
element nonlinearBeamColumn  63  65  66   $np    2       1 
element nonlinearBeamColumn  64  65  67   $np    2       1    
element nonlinearBeamColumn  65  67  68   $np    2       1
element nonlinearBeamColumn  66  68  69   $np    2       1 

#                         $eleTag $iNode $jNode $A  $E $G  $J  $Iy $Iz $transfTag
element elasticBeamColumn 67  70 71 7.5 34500000.0 14375000.0 6.034 2.0 107.5  2
element elasticBeamColumn 68  71 72 7.5 34500000.0 14375000.0 6.034 2.0 107.5  2
element elasticBeamColumn 69  72 73 7.5 34500000.0 14375000.0 6.034 2.0 107.5  2
element elasticBeamColumn 70  73 23 7.5 34500000.0 14375000.0 6.034 2.0 107.5  2
element elasticBeamColumn 71  23 74 7.5 34500000.0 14375000.0 6.034 2.0 107.5  2
element elasticBeamColumn 72  74 75 7.5 34500000.0 14375000.0 6.034 2.0 107.5  2
element elasticBeamColumn 73  75 76 7.5 34500000.0 14375000.0 6.034 2.0 107.5  2
element elasticBeamColumn 74  76 46 7.5 34500000.0 14375000.0 6.034 2.0 107.5  2
element elasticBeamColumn 75  46 77 7.5 34500000.0 14375000.0 6.034 2.0 107.5  2
element elasticBeamColumn 76  77 78 7.5 34500000.0 14375000.0 6.034 2.0 107.5  2
element elasticBeamColumn 77  78 79 7.5 34500000.0 14375000.0 6.034 2.0 107.5  2
element elasticBeamColumn 78  79 69 7.5 34500000.0 14375000.0 6.034 2.0 107.5  2
element elasticBeamColumn 79  69 80 7.5 34500000.0 14375000.0 6.034 2.0 107.5  2
element elasticBeamColumn 80  80 81 7.5 34500000.0 14375000.0 6.034 2.0 107.5  2
element elasticBeamColumn 81  81 82 7.5 34500000.0 14375000.0 6.034 2.0 107.5  2
element elasticBeamColumn 82  82 83 7.5 34500000.0 14375000.0 6.034 2.0 107.5  2

# initialize in case we need to do an initial stiffness iteration
initialize

# ------------------------------
# End of model generation
# ------------------------------

set f [open mode.out a+]
#statement line
puts $f "    Period           Frequency"
puts $f "    T/sec              Hz" 
set lambda [eigen 10]
for {set i 0} {$i<10} {incr i 1} {
set lambdaa [lindex $lambda $i]
set omega [expr pow($lambdaa,0.5)]
set Tperiod [expr 2*3.14/$omega]
set Freq [expr 1/$Tperiod]
# period (sec.) and frequency 
puts $f "$Tperiod\t   $Freq"
}
close $f

for {set j 1} {$j<11} {incr j 1} {
recorder Node -file modevector$j.out -time -nodeRange 1 83 -dof 1 "eigen $j"
}

#***********************************************************************************
#***********************************************************************************
# Start of Model Generation & Initial Gravity Analysis
# ----------------------------------------------------

# ----------------------------------------------------
# Start of additional modeling for dynamic loads
# ----------------------------------------------------

# Define dynamic loads
# --------------------
# Set some parameters
set inputFile elcentro.txt
set dt 0.01
set g 4.8 

# Set time series to be passed to uniform excitation
set accelSeries "Path -filePath $inputFile -dt $dt -factor $g"

# Create UniformExcitation load pattern
#                        tag dir 
pattern UniformExcitation 1 1 -accel $accelSeries

# set the rayleigh damping factors for nodes & elements
rayleigh 0.0 0.0 0.0 0.0
# ----------------------------------------------------
# End of additional modeling for dynamic loads
# ----------------------------------------------------

# Create the convergence test, the norm of the residual with a tolerance of 
# 1e-12 and a max number of iterations of 10
test EnergyIncr 1.0e-12 15 0 

# Create the solution algorithm, a Newton-Raphson algorithm
algorithm Newton

# Create the integration scheme, Newmark with gamma = 0.5 and beta =  0.25
integrator Newmark  0.5  0.25 

# Create the system of equation, a banded general storage scheme
system UmfPack

# Create the constraint handler, a plain handler as homogeneous boundary conditions
constraints Transformation

# Create the DOF numberer, the reverse Cuthill-McKee algorithm
numberer RCM

# Create the analysis object
analysis Transient
# ---------------------------------------------------------
# End of modifications to analysis for transient analysis
# ---------------------------------------------------------


# ------------------------------
# Start of recorder generation
# ------------------------------
# Create a recorder which writes to Node.out and prints
# the current load factor (pseudo-time) and dof 1 displacements at node 38
recorder Node -file PierNode-1.out -time -nodeRange 1  23 -dof 1 disp
recorder Node -file PierNode-2.out -time -nodeRange 24 46 -dof 1 disp
recorder Node -file PierNode-3.out -time -nodeRange 47 69 -dof 1 disp

recorder Element -file PierElement-1.out -time -eleRange 1  22 section 1 deformation
recorder Element -file PierElement-2.out -time -eleRange 23 44 section 1 deformation
recorder Element -file PierElement-3.out -time -eleRange 45 66 section 1 deformation

# a window to plot the nodal displacements versus load for node 38
recorder plot PierNode-2.out Node_46_Xdisp 10 100 800 300 -columns 1 24 -dT 0.1
recorder display DynamicColumn 10 410 500 300 -wipe 
prp 100 100 120.5 
vup 0 0 1 
display 1 1 1
# ------------------------------
# End of recorder generation
# ------------------------------

# set some variables
set tFinal [expr 2000*0.01]
set tCurrent [getTime]
set ok 0

# Perform the transient analysis
while {$ok == 0 && $tCurrent < $tFinal} {
    
    set ok [analyze 1 0.01]
    
    # if the analysis fails try initial tangent iteration
    if {$ok != 0} {
	puts "regular newton failed .. lets try an initail stiffness for this step"
	test NormDispIncr 1.0e-12  100 0
	algorithm ModifiedNewton -initial
	set ok [analyze 1 0.01]
	if {$ok == 0} {puts "that worked .. back to regular newton"}
	test NormDispIncr 1.0e-12  10 
	algorithm Newton
    }
    
    set tCurrent [getTime]
}

# Print a message to indicate if analysis succesfull or not
if {$ok == 0} {
   puts "Transient analysis completed SUCCESSFULLY";
} else {
   puts "Transient analysis completed FAILED";    
}

# output the eigenvalue analysis
set f2 [open modevector.out a+]
for {set j 1} {$j<11} {incr j 1} {
set f3 [open modevector$j.out r]
gets $f3 line
puts $f2 $line
close $f3
}

remove recorders
for {set j 1} {$j<11} {incr j 1} {
file delete -force modevector$j.out
}

Code: Select all

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[/code]
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berktaftali
Posts: 68
Joined: Fri Jul 02, 2004 6:10 am
Location: Computers and Structures, Inc.

Post by berktaftali »

Try reducing the time step by a factor (say 10) when a step does not converge. You can go back to your original time step after that. It is similar to what you have for switching between regular and modified Newton algorithms in the input file you posted...

PS. If g stands for the PGA of your ground acceleration record, do you really expect your bridge to survive a 20g earthquake?
Berk Taftali
Georgia Institute of Technology
Ph.D. Candidate, Structural Engineering, Mechanics, and Materials
School of Civil and Environmental Engineering
Atlanta, GA 30332 USA
Email: gte994y@mail.gatech.edu
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lvy
Posts: 26
Joined: Tue Dec 14, 2004 8:22 pm
Location: Shanghai, China

Post by lvy »

Thank you for your answer, Berk Taftali. Perhaps I didn't make you understand.

I want to apply IDA(increment Dynamic Analysis) that scale the sesmic acceleration, so it may reach about 5g. I had try reducing the time step to 1/10 present time step for convegence, but it is unsuccessful. The 'g' in my script just is scale factor, not gravity acceleration. When 'g' equal 4.9, PGA equals about 0.25g. It is reasonable.
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ozancemcelik
Posts: 3
Joined: Fri May 13, 2005 3:26 pm
Location: Georgia Tech

Post by ozancemcelik »

Try using displacement-based beam column element (dispBeamColumn) with a more refined mesh. In doing this, you may want to reduce the number of integration points as well.

Ozan.
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lvy
Posts: 26
Joined: Tue Dec 14, 2004 8:22 pm
Location: Shanghai, China

Post by lvy »

Displacement based element suppose distributed plasticity has linear curvature distribution. The purpose of my research find the actual curvature distribution, so it couldn't meet. I will refine the element according your suggestion, Thank you!
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