为什么分析后opensees的记录文件为空的？

1860wangjunhua

做了一个圆形截面柱的cyclic loading 分析，分析完后打开数据记录文件查看位移和反应力，但是发现两个文件是空的，什么数据都没有记录下来，但是有时候会记录数据，但是和定义的位移值相比，差了很多数据，比如说如果我做了四个往复循环的加载，分别是加载到2mm, -2mm, 4mm, -4mm, 有时候记录了数据但是发现数据只记录到2mm，后面就没有了，而且位移的数据的数目和反应力的数据数目不一致，反应力的数据要少。有没有高手遇到过这种情况，请指点一二。将我的tcl文件附上，请大家给点意见。

# --------------------------------------------------------------------------------------------------
#  2D circular cantilever column, reseved cyclic loading
# fiber section, nonlinearBeamColumn element
#                        Junhua Wang, Nanjing Tech University, 09.2017
#
#    ^Y
#    |
#    2       __
#    |          |
#    |          |
#    |          |
#  (1)       LCol
#    |          |
#    |          |
#    |          |
#  =1=         _|_  -------->X
#

# SET UP ----------------------------------------------------------------------------
# units: N, mm, sec
wipe;                                        # clear memory of all past model definitions
file mkdir Data;                                 # create data directory
model BasicBuilder -ndm 2 -ndf 3;                # Define the model builder, ndm=#dimension, ndf=#dofs


# define GEOMETRY -------------------------------------------------------------
set LCol 500;                 # column length
set Weight 1200000.;         # superstructure weight
# define section geometry
set DCol 250;                 # Diameter of Column Depth
set RCol [expr $DCol/2];   # Radia of Cross-section of Column

# calculated parameters
set PCol $Weight;                 # nodal dead-load weight per column
set g 9800.0;                        # g.
set Mass  [expr $PCol*2/$g];                # nodal mass
# calculated geometry parameters
set ACol  [expr 3.14*pow($DCol,2)/4];                                        # cross-sectional area
set IzCol [expr 1./32.*3.14*pow($DCol,4)];                         # Column moment of inertia

# nodal coordinates:
node 1 0 0;                        # node#, X, Y
node 2 0 $LCol                

# Single point constraints -- Boundary Conditions
fix 1 1 1 1;                         # node DX DY RZ

# nodal masses:
mass 2 $Mass 1e-9  1e-9;                # node#, Mx My Mz, Mass=Weight/g, neglect rotational inertia at nodes

# Define ELEMENTS & SECTIONS -------------------------------------------------------------
set ColSecTag 1;                        # assign a tag number to the column section       

# define section geometry
set coverCol 30;                        # Column cover to reinforcing steel NA.
set numBarsCol 8;                        # number of longitudinal-reinforcement bars in each side of column section. (symmetric top & bot)
set barAreaCol 125;                # area of longitudinal-reinforcement bars



# MATERIAL parameters -------------------------------------------------------------------
set IDconcCore 1;                                 # material ID tag -- confined core concrete
set IDconcCover 2;                                 # material ID tag -- unconfined cover concrete
set IDreinf 3;                                 # material ID tag -- reinforcement
# nominal concrete compressive strength
set fc -76.8;                         # CONCRETE Compressive Strength (+Tension, -Compression)
set Ec 32500.0;                 # Concrete Elastic Modulus
# unconfined concrete
set fc1U         $fc;                        # UNCONFINED concrete (todeschini parabolic model), maximum stress
set K        1.2;           # Enhanced ratio due to the lateral confinement
set fc2U    [expr $fc*$K];  # Confined core concrete
set eps1U        -0.003;                        # strain at maximum strength of unconfined concrete
set fc2U         [expr 0.2*$fc1U];        # ultimate stress
set eps2U        -0.1;                        # strain at ultimate stress
set lambda       0.5;                        # ratio between unloading slope at $eps2 and initial slope $Ec
# tensile-strength properties
set ftU [expr -0.14*$fc1U];                        # tensile strength +tension
set Ets [expr $Ec*0.5];                        # tension softening stiffness
# -----------
set Fy 1423.0;                                # STEEL yield stress
set Es 210000;                                # modulus of steel
set Bs 0.01;                                # strain-hardening ratio
set R0 18;                                # control the transition from elastic to plastic branches
set cR1 0.925;                                # control the transition from elastic to plastic branches
set cR2 0.15;                                # control the transition from elastic to plastic branches
uniaxialMaterial Concrete02 $IDconcCover $fc1U $eps1U $fc2U $eps2U $lambda $ftU $Ets;        # build cover concrete (unconfined)
uniaxialMaterial Concrete02 $IDconcCore $fc2U $eps1U $fc2U $eps2U $lambda $ftU $Ets;        # build cover concrete (confined)
uniaxialMaterial Steel02 $IDreinf $Fy $Es $Bs $R0 $cR1 $cR2;                                # build reinforcement material

# FIBER SECTION properties -------------------------------------------------------------
# symmetric section
#                        y
#                        ^
#                        |     
#             ---------------------     --   --
#             |   o     o     o    |     |   -- cover
#             |                    |     |
#             |                    |     |
#    z <---   |          +         |     H
#             |                    |     |
#             |                    |     |
#             |   o     o     o    |     |   -- cover
#             ---------------------     --   --
#             |-------- B --------|
#
# RC section:
   section fiberSec $ColSecTag   {;        # Define the fiber section
    set ncore1 8;           # the devision number of core concrete in circumferential direction
        set ncore2 8;           # the devision number of core concrete in radial direction
        set mcover1 4;          # the devision number of cover concrete in circumferential direction
        set mcover2 4;          # the devision number of cover concrete in radial direction
        set Rcover [expr $RCol-$coverCol];
        patch circ $IDconcCore $ncore1 $ncore2 0.0 0.0 0.0 $Rcover 0 360
        patch circ $IDconcCover $mcover1 $mcover2 0.0 0.0 $Rcover $RCol 0 360
        layer circ $IDreinf $numBarsCol $barAreaCol 0.0 0.0 $Rcover 0 360
    };        # end of fibersection definition

# define geometric transformation: performs a linear geometric transformation of beam stiffness and resisting force from the basic system to the global-coordinate system
set ColTransfTag 1;                         # associate a tag to column transformation
geomTransf Linear $ColTransfTag  ;        

# element connectivity:
set numIntgrPts 6;                                                                # number of integration points for force-based element
element nonlinearBeamColumn 1 1 2 $numIntgrPts $ColSecTag $ColTransfTag;        # self-explanatory when using variables

# element forceBeamColumn $eleTag $iNode $jNode $transfTag "HingeRadau $secTagI $LpI $secTagJ $LpJ $secTagInterior"

# element forceBeamColumn 1 1 2 $ColTransfTag HingeRadau $ColSecTag 350.0 $ColSecTag 0.0 $ColSecTag

# define GRAVITY -------------------------------------------------------------
pattern Plain 1 Linear {
   load 2 0 -$PCol 0
}

# Gravity-analysis parameters -- load-controlled static analysis
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 $Tol 6 ;                 # determine if convergence has been achieved at the end of an iteration step
algorithm Newton;                        # use Newton's solution algorithm: updates tangent stiffness at every iteration
set NstepGravity 10;                  # apply gravity in 10 steps
set DGravity [expr 1./$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
# ------------------------------------------------- maintain constant gravity loads and reset time to zero
loadConst -time 0.0


puts "Model Built"

pattern Plain 2 Linear {
      load 2 $PCol 0 0;
};

constraints Plain;
numberer Plain;
system SparseGeneral -piv;
test NormDispIncr 1e-8 1000;
algorithm KrylovNewton;
analysis Static;

foreach Dincr { 0.1 -0.1 0.1 -0.1 0.2 -0.2 0.2 -0.2} {
    integrator DisplacementControl 2 1 $Dincr
        analyze 10
}

# Define RECORDERS -------------------------------------------------------------
recorder Node -file Data/DFree.out -time -node 2 -dof 1 2 3 disp;                # displacements of free nodes
recorder Node -file Data/RBase.out -time -node 1 -dof 1 2 3 reaction;                # support reaction

puts "Reserved cyclic loading Analysis done";

公孙天涯

计算完要wipe一下，输出文件才能出来