Hi every oneI've modeled an steel frame 1bay 1story with out panel zone and it was ok.but, when i used panel zone it gets some errors while running and i do not know why!!!!
meanwhile i used joint 2d element with this format
element Joint2D $eleTag $Nd1 $Nd2 $Nd3 $Nd4 $NdC <$Mat1 $Mat2 $Mat3 $Mat4> $MatC $LrgDspTag
for <$Mat1 $Mat2 $Mat3 $Mat4> if i assign 0 for each mat, it runs for some iterations.but when i assign some defined material to them the algorithm failed at first iteration.plz help me.
here is the code:
wipe; # clear memory of all past model definitions
model BasicBuilder -ndm 2 -ndf 3; # Define the model builder, ndm=#dimension, ndf=#dofs
file mkdir DataBalendra; # create data directory
node 1 0. 0.;
node 4 320. 0.;
node 5 258.75 280.;
node 6 320 210;
node 7 285.3 249.6;
node 8 142.36 125.1;
############
node 9 320. 275;
node 10 326.25 280.;
node 11 320 285;
# external nodes defined around for joint 2d elementnode 12 313.75 280.;
node 13 -6.25 280.;
node 14 0. 275.;
node 15 6.25 280;
node 16 0. 285.;
#############
fix 1 1 1 1;
fix 4 1 1 1;
mass 14 5120. 0 0; #dead load=2400kg/m live load=800kg/m
mass 9 5120. 0 0;
# Define ELEMENTS & SECTIONS -------------------------------------------------------------
uniaxialMaterial Steel02 4 3500 19e5 .007 18 .925 .15; #material for beam and columns
uniaxialMaterial Elastic 7 10e-15;
uniaxialMaterial Steel02 8 217022.34 79655800 0 18 .925 .15;
uniaxialMaterial Steel02 9 765135.507 7021687.5 0.37037 18 .925 .15;
uniaxialMaterial Parallel 10 8 9; #material for panel zone
uniaxialMaterial Steel02 11 258335 86111666 .007 .03 0 18 .925 .15; #material for spring at the end of beam and columns
# FIBER SECTION properties -------------------------------------------------------------
section Fiber 1 { #define section of beam element WF section 10.0*10.0
patch rect 4 5 15 -5 -5 5 -4.2
patch rect 4 15 5 -.3 -4.2 .3 4.2
patch rect 4 5 15 -5 4.2 5 5
}
section Fiber 2 { #define section of column elements WF section 12.5*12.5
patch rect 4 5 15 -6.25 -6.25 6.25 -5.35
patch rect 4 15 5 -.325 -5.35 .325 5.35
patch rect 4 5 15 -6.25 5.35 6.25 6.25
}
section Fiber 3 { #define section of bracings c-chanells 10.0*5.0
patch rect 4 5 15 -5 -5 5 -4.25
patch rect 4 15 5 -.5 -4.25 .5 4.25
patch rect 4 5 15 -5 4.25 5 5
}
section Fiber 4 { #define section of knee links 6.0*6.0*.45
patch rect 4 5 15 -3 -3 3 -2.55
patch rect 4 15 5 -3 -2.55 -2.55 2.55
patch rect 4 15 5 2.55 -2.55 3 2.55
patch rect 4 5 15 -3 2.55 3 3
}
# define geometric transformation:
geomTransf PDelta 1; #columns and knee links can have PDelta effects
geomTransf Linear 2; #beam has a linear transformation
geomTransf Corotational 3; #two bracings have corotational transformation
set numIntgrPt 5;
element nonlinearBeamColumn 1 1 14 $numIntgrPt 2 1;
element nonlinearBeamColumn 2 15 5 $numIntgrPt 1 2;
element nonlinearBeamColumn 3 5 12 $numIntgrPt 1 2;
element nonlinearBeamColumn 4 9 6 $numIntgrPt 2 1;
element nonlinearBeamColumn 5 6 4 $numIntgrPt 2 1;
element elasticBeamColumn 6 5 7 9.99 19e5 51.623 1;
element elasticBeamColumn 7 7 6 9.99 19e5 51.623 1;
element nonlinearBeamColumn 8 1 8 $numIntgrPt 3 3;
element nonlinearBeamColumn 9 8 7 $numIntgrPt 2 1;
element Joint2D 10 13 14 15 16 2 11 11 11 11 10 2; element Joint2D 11 9 10 11 12 3 11 11 11 11 10 2; recorder Node -file data/DFree.out -time -node 2 3 -dof 1 2 3 disp; # displacements of free nodes
recorder Node -file data/RBase.out -time -node 1 4 -dof 1 2 3 reaction; # support reaction
pattern Plain 1 Linear {
eleLoad -ele 2 -type -beamUniform -32; #distributed superstructure-weight on beam 32 kg/cm
eleLoad -ele 3 -type -beamUniform -32;
}
# Gravity-analysis parameters -- load-controlled static analysis
set Tol 1.0e-5; # convergence tolerance for test
constraints Transformation; # how it handles boundary conditions
numberer RCM; # renumber dof's to minimize band-width (optimization), if you want to
system UmfPack; #how to store and solve the system of equations in the analysis
test NormDispIncr $Tol 1000; # determine if convergence has been achieved at the end of an iteration step
algorithm ModifiedNewton ; # use Newton's solution algorithm: updates tangent stiffness at every iteration
set NstepGravity 10; # apply gravity in 10 steps
set DGravity [expr 1./$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
# ------------------------------------------------- maintain constant gravity loads and reset time to zero
loadConst -time 0.0
puts "Model Built";