Hi every one
I've modeled a steel frame with a knee bracing(1 bay-1 story frame).I've checked my model for several times and for each time i face an error while running the codes.i do not know why i have this error while executing gravity analysis.THIS IS THE ERROR:
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces &
deformations for element: 5(dW: << 580466)
Domain::update - domain failed in update
LoadControl::update - model failed to update for new dU
WARNING ModifiedNewton::solveCurrentStep() -the Integrator failed in update()
StaticAnalysis::analyze() - the Algorithm failed at iteration: 0 with domain at
load factor 0.01
OpenSees > analyze failed, returned: -3 error flag
Model Built
this is my code:(PLZ help me,it is for my thesis an that's emergency).I'm waiting for u friends!
# SET UP ----------------------------------------------------------------------------
wipe; # clear memory of all past model definitions
model BasicBuilder -ndm 2 -ndf 3; # Define the model builder, ndm=#dimension, ndf=#dofs
file mkdir Data; # create data directory
# nodal coordinates:
node 1 0 0; # node#, X, Y
node 2 160. 0;
node 3 320. 0;
node 4 0 210.;
node 5 0 210.;
node 6 97.53 125.19;
node 7 222.46 125.19;
node 8 320. 210.;
node 9 320. 210.;
node 10 35.56 250.64;
node 11 35.56 250.64;
node 12 35.56 250.64;
node 13 35.56 250.64;
node 14 284.43 250.64;
node 15 284.43 250.64;
node 16 284.43 250.64;
node 17 284.43 250.64;
node 19 6.25 280.;
node 20 0 275.;
node 21 61.25 280.;
node 22 61.25 280.;
node 23 258.75 280.;
node 24 258.75 280.;
node 26 313.75 280.;
node 27 320. 275.;
node 28 0 285.;
node 29 -6.25 280.;
node 30 320. 285.;
node 31 326.25 280.;
# Single point constraints -- Boundary Conditions
fix 1 1 1 1; # node DX DY RZ
fix 2 1 1 0;
fix 3 1 1 1;
fix 4 0 0 0;
fix 5 0 0 0;
fix 6 0 0 0;
fix 7 0 0 0;
fix 8 0 0 0;
fix 9 0 0 0;
fix 10 0 0 0;
fix 11 0 0 0;
fix 12 0 0 0;
fix 13 0 0 0;
fix 14 0 0 0;
fix 15 0 0 0;
fix 16 0 0 0;
fix 17 0 0 0;
fix 19 0 0 0;
fix 20 0 0 0;
fix 21 0 0 0;
fix 22 0 0 0;
fix 23 0 0 0;
fix 24 0 0 0;
fix 26 0 0 0;
fix 27 0 0 0;
fix 28 0 0 0;
fix 29 0 0 0;
fix 30 0 0 0;
fix 31 0 0 0;
# nodal masses:
mass 20 5120. 0 0; #dead load=2400kg/m live load=800kg/m
mass 27 5120. 0 0;
# Define ELEMENTS & SECTIONS -------------------------------------------------------------
uniaxialMaterial Steel02 1 5352.624 6033283300.5 .002 18 .925 .15;
uniaxialMaterial Steel02 2 35615.171 174106223.38 0 18 .925 .15;
uniaxialMaterial Steel02 3 32795. 80722060.6 0 18 .925 .15;
uniaxialMaterial Steel02 4 3500. 19e5 .007 18 .925 .15;
uniaxialMaterial Parallel 5 1 2 3;
uniaxialMaterial Elastic 6 10e15;
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;
uniaxialMaterial Steel02 11 258335. 86111666. .007 18 .925 .15;
#FIBER SECTION properties -------------------------------------------------------------
section Fiber 1 { #define section of beam element WF section 10.0*10.0
patch rect 4 2 10 -5 -5 -4.2 5
patch rect 4 10 2 -4.2 -.3 4.2 .3
patch rect 4 2 10 4.2 -5 5 5
}
section Fiber 2 { #define section of column elements WF section 12.5*12.5
patch rect 4 2 10 -6.25 -6.25 -5.35 6.25
patch rect 4 10 2 -5.35 -.325 5.35 .325
patch rect 4 2 10 5.35 -6.25 6.25 6.25
}
section Fiber 3 { #define section of bracings c-chanells 10.0*5.0
patch rect 4 2 10 -5 -5 -4.25 5
patch rect 4 10 2 -4.25 -.5 4.25 .5
patch rect 4 2 10 4.25 -5 5 5
}
section Fiber 4 { #define section of knee links 6.0*6.0*.45
patch rect 4 10 2 -3 -3 -2.25 3
patch rect 4 2 10 -3 -2.55 2.55 -2.55
patch rect 4 2 10 -2.55 2.55 2.55 3
patch rect 4 10 2 2.25 -3 3 3
}
section Aggregator 5 6 P 5 Mz; #section defined for end springs of knee link
# 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
# element connectivity:
set numIntgrPt 5;
element nonlinearBeamColumn 1 1 4 $numIntgrPt 2 1;
element nonlinearBeamColumn 2 2 6 $numIntgrPt 3 3;
element nonlinearBeamColumn 3 2 7 $numIntgrPt 3 3;
element nonlinearBeamColumn 4 3 8 $numIntgrPt 2 1;
element nonlinearBeamColumn 5 4 20 $numIntgrPt 2 1;
element elasticBeamColumn 6 5 10 9.99 19e5 51.623 1;
element nonlinearBeamColumn 7 6 13 $numIntgrPt 3 3;
element nonlinearBeamColumn 8 7 17 $numIntgrPt 3 3;
element elasticBeamColumn 9 9 15 9.99 19e5 51.623 1;
element nonlinearBeamColumn 10 8 27 $numIntgrPt 2 1;
element elasticBeamColumn 11 12 22 9.99 19e5 51.623 1;
element elasticBeamColumn 12 16 24 9.99 19e5 51.623 1;
element nonlinearBeamColumn 13 19 21 $numIntgrPt 1 2;
element nonlinearBeamColumn 14 21 23 $numIntgrPt 1 2;
element nonlinearBeamColumn 15 23 26 $numIntgrPt 1 2;
element zeroLengthSection 16 4 5 5 -orient 35.56 40.64 0 40.64 -35.56 0;
element zeroLengthSection 17 10 11 5 -orient -35.56 -40.64 0 -40.64 35.56 0;
element zeroLengthSection 18 11 12 5 -orient 25.69 29.36 0 -29.69 25.69 0;
element zeroLengthSection 19 14 16 5 -orient -25.68 29.36 0 29.36 25.68 0;
element zeroLengthSection 20 14 15 5 -orient 39.57 -40.64 0 40.64 39.57 0;
element zeroLengthSection 21 8 9 5 -orient -39.57 40.64 0 40.64 39.57 0;
element zeroLengthSection 22 21 22 5 -orient -25.68 -29.36 0 -29.36 25.68 0;
element zeroLengthSection 23 23 24 5 -orient 25.68 -29.36 0 29.36 25.68 0;
element zeroLength 24 11 13 -mat 7 -dir 6 -orient 61.97 -125.45 0 125.45 61.97 0;
element zeroLength 25 14 17 -mat 7 -dir 6 -orient -61.97 -125.45 0 -125.45 61.97 0;
element Joint2D 26 19 20 29 28 18 11 11 11 11 10 2;
element Joint2D 27 26 30 31 27 25 11 11 11 11 10 2;
# Define RECORDERS -------------------------------------------------------------
recorder Node -file data/DFree.out -time -node 18 25 -dof 1 2 3 disp; # displacements of free nodes
recorder Node -file data/RBase.out -time -node 1 3 -dof 1 2 3 reaction; # support reaction
recorder Element -file data/Knee.out -time -ele 6 11 section 3 stressStrain;
recorder Element -file data/ForcekneeSec1.out -time -ele 16 force;
recorder Element -file data/DefokneeSec1.out -time -ele 16 deformation;
recorder Element -file data/Bracing.out -time -ele 2 7 section 1 stressStrain;
recorder Element -file data/Forcebracing.out -time -ele 2 7 section 1 force;
recorder Element -file data/Defobracing.out -time -ele 2 7 section 1 deformation;
# define GRAVITY -------------------------------------------------------------
pattern Plain 1 Linear {
eleLoad -ele 13 -type -beamUniform -32; #distributed superstructure-weight on beam 32 kg/cm
eleLoad -ele 14 -type -beamUniform -32;
eleLoad -ele 15 -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 $Tol 300; # determine if convergence has been achieved at the end of an iteration step
algorithm ModifiedNewton ; # use Newton's solution algorithm: updates tangent stiffness at every iteration
set NstepGravity 100; # apply gravity in 10 steps
set DGravity [expr 1./$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 $NstepGravity; # apply gravity
# ------------------------------------------------- maintain constant gravity loads and reset time to zero
loadConst -time 0.0
puts "Model Built"
Run Time Error while analyzing gravity loads
Moderators: silvia, selimgunay, Moderators
Re: Run Time Error while analyzing gravity loads
The analysis failing at the first step usually indicates the problem with the model. At the same time you are getting the message that your element 5 is failing to converge. Check your model!
Re: Run Time Error while analyzing gravity loads
Hi vesna.
thank u for ur reply.
i've check my model again.i change these things:
1.increase the fibers
2.changing integeration points
3.changing analysis parameters($Tol,number of iterations,system,algorithm)
4.checking my nodes
I've got same errors like above again.
would u plz run this program urself and get the model with OSP.
i'll appreciate u.thnx
here is the code again:
# SET UP ----------------------------------------------------------------------------
wipe; # clear memory of all past model definitions
model BasicBuilder -ndm 2 -ndf 3; # Define the model builder, ndm=#dimension, ndf=#dofs
file mkdir Data; # create data directory
# nodal coordinates:
node 1 0 0; # node#, X, Y
node 2 160. 0;
node 3 320. 0;
node 4 0 210.;
node 5 0 210.;
node 6 97.53 125.19;
node 7 222.46 125.19;
node 8 320. 210.;
node 9 320. 210.;
node 10 35.56 250.64;
node 11 35.56 250.64;
node 12 35.56 250.64;
node 13 35.56 250.64;
node 14 284.43 250.64;
node 15 284.43 250.64;
node 16 284.43 250.64;
node 17 284.43 250.64;
node 19 6.25 280.;
node 20 0 275.;
node 21 61.25 280.;
node 22 61.25 280.;
node 23 258.75 280.;
node 24 258.75 280.;
node 26 313.75 280.;
node 27 320. 275.;
node 28 0 285.;
node 29 -6.25 280.;
node 30 320. 285.;
node 31 326.25 280.;
# Single point constraints -- Boundary Conditions
fix 1 1 1 1; # node DX DY RZ
fix 2 1 1 0;
fix 3 1 1 1;
fix 4 0 0 0;
fix 5 0 0 0;
fix 6 0 0 0;
fix 7 0 0 0;
fix 8 0 0 0;
fix 9 0 0 0;
fix 10 0 0 0;
fix 11 0 0 0;
fix 12 0 0 0;
fix 13 0 0 0;
fix 14 0 0 0;
fix 15 0 0 0;
fix 16 0 0 0;
fix 17 0 0 0;
fix 19 0 0 0;
fix 20 0 0 0;
fix 21 0 0 0;
fix 22 0 0 0;
fix 23 0 0 0;
fix 24 0 0 0;
fix 26 0 0 0;
fix 27 0 0 0;
fix 28 0 0 0;
fix 29 0 0 0;
fix 30 0 0 0;
fix 31 0 0 0;
# nodal masses:
mass 20 5120. 0 0; #dead load=2400kg/m live load=800kg/m
mass 27 5120. 0 0;
# Define ELEMENTS & SECTIONS -------------------------------------------------------------
uniaxialMaterial Steel02 1 5352.624 6033283300.5 .002 18 .925 .15;
uniaxialMaterial Steel02 2 35615.171 174106223.38 0 18 .925 .15;
uniaxialMaterial Steel02 3 32795 80722060.6 0 18 .925 .15;
uniaxialMaterial Steel02 4 3500 19e5 .007 18 .925 .15; #material for beam and columns
uniaxialMaterial Parallel 5 1 2 3; #material for springs at the end of knee link
uniaxialMaterial Elastic 6 10e15;
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
}
section Aggregator 5 6 P 5 Mz; #section defined for end springs of knee link
# 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
# element connectivity:
set numIntgrPt 5;
element nonlinearBeamColumn 1 1 4 $numIntgrPt 2 1;
element nonlinearBeamColumn 2 2 6 $numIntgrPt 3 3;
element nonlinearBeamColumn 3 2 7 $numIntgrPt 3 3;
element nonlinearBeamColumn 4 3 8 $numIntgrPt 2 1;
element nonlinearBeamColumn 5 4 20 $numIntgrPt 2 1;
element elasticBeamColumn 6 5 10 9.99 19e5 51.623 1;
element nonlinearBeamColumn 7 6 13 $numIntgrPt 3 3;
element nonlinearBeamColumn 8 7 17 $numIntgrPt 3 3;
element elasticBeamColumn 9 9 15 9.99 19e5 51.623 1;
element nonlinearBeamColumn 10 8 27 $numIntgrPt 2 1;
element elasticBeamColumn 11 12 22 9.99 19e5 51.623 1;
element elasticBeamColumn 12 16 24 9.99 19e5 51.623 1;
element nonlinearBeamColumn 13 19 21 $numIntgrPt 1 2;
element nonlinearBeamColumn 14 21 23 $numIntgrPt 1 2;
element nonlinearBeamColumn 15 23 26 $numIntgrPt 1 2;
element zeroLengthSection 16 4 5 5 -orient 35.56 40.64 0 40.64 -35.56 0;
element zeroLengthSection 17 10 11 5 -orient -35.56 -40.64 0 -40.64 35.56 0;
element zeroLengthSection 18 11 12 5 -orient 25.69 29.36 0 -29.69 25.69 0;
element zeroLengthSection 19 14 16 5 -orient -25.68 29.36 0 29.36 25.68 0;
element zeroLengthSection 20 14 15 5 -orient 39.57 -40.64 0 40.64 39.57 0;
element zeroLengthSection 21 8 9 5 -orient -39.57 40.64 0 40.64 39.57 0;
element zeroLengthSection 22 21 22 5 -orient -25.68 -29.36 0 -29.36 25.68 0;
element zeroLengthSection 23 23 24 5 -orient 25.68 -29.36 0 29.36 25.68 0;
element zeroLength 24 11 13 -mat 7 -dir 6 -orient 61.97 -125.45 0 125.45 61.97 0;
element zeroLength 25 14 17 -mat 7 -dir 6 -orient -61.97 -125.45 0 -125.45 61.97 0;
element Joint2D 26 19 20 29 28 18 11 11 11 11 10 2;
element Joint2D 27 26 30 31 27 25 11 11 11 11 10 2;
# Define RECORDERS -------------------------------------------------------------
recorder Node -file data/DFree.out -time -node 18 25 -dof 1 2 3 disp; # displacements of free nodes
recorder Node -file data/RBase.out -time -node 1 3 -dof 1 2 3 reaction; # support reaction
recorder Element -file data/Knee.out -time -ele 6 11 section 3 stressStrain;
recorder Element -file data/ForcekneeSec1.out -time -ele 16 force;
recorder Element -file data/DefokneeSec1.out -time -ele 16 deformation;
recorder Element -file data/Bracing.out -time -ele 2 7 section 1 stressStrain;
recorder Element -file data/Forcebracing.out -time -ele 2 7 section 1 force;
recorder Element -file data/Defobracing.out -time -ele 2 7 section 1 deformation;
# define GRAVITY -------------------------------------------------------------
pattern Plain 1 Linear {
eleLoad -ele 13 -type -beamUniform -32; #distributed superstructure-weight on beam 32 kg/cm
eleLoad -ele 14 -type -beamUniform -32;
eleLoad -ele 15 -type -beamUniform -32;
}
#Gravity-analysis parameters -- load-controlled static analysis
set Tol 1.0e-1; # 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 $NstepGravity; # apply gravity
# ------------------------------------------------- maintain constant gravity loads and reset time to zero
loadConst -time 0.0
puts "Model Built"
thank u for ur reply.
i've check my model again.i change these things:
1.increase the fibers
2.changing integeration points
3.changing analysis parameters($Tol,number of iterations,system,algorithm)
4.checking my nodes
I've got same errors like above again.
would u plz run this program urself and get the model with OSP.
i'll appreciate u.thnx
here is the code again:
# SET UP ----------------------------------------------------------------------------
wipe; # clear memory of all past model definitions
model BasicBuilder -ndm 2 -ndf 3; # Define the model builder, ndm=#dimension, ndf=#dofs
file mkdir Data; # create data directory
# nodal coordinates:
node 1 0 0; # node#, X, Y
node 2 160. 0;
node 3 320. 0;
node 4 0 210.;
node 5 0 210.;
node 6 97.53 125.19;
node 7 222.46 125.19;
node 8 320. 210.;
node 9 320. 210.;
node 10 35.56 250.64;
node 11 35.56 250.64;
node 12 35.56 250.64;
node 13 35.56 250.64;
node 14 284.43 250.64;
node 15 284.43 250.64;
node 16 284.43 250.64;
node 17 284.43 250.64;
node 19 6.25 280.;
node 20 0 275.;
node 21 61.25 280.;
node 22 61.25 280.;
node 23 258.75 280.;
node 24 258.75 280.;
node 26 313.75 280.;
node 27 320. 275.;
node 28 0 285.;
node 29 -6.25 280.;
node 30 320. 285.;
node 31 326.25 280.;
# Single point constraints -- Boundary Conditions
fix 1 1 1 1; # node DX DY RZ
fix 2 1 1 0;
fix 3 1 1 1;
fix 4 0 0 0;
fix 5 0 0 0;
fix 6 0 0 0;
fix 7 0 0 0;
fix 8 0 0 0;
fix 9 0 0 0;
fix 10 0 0 0;
fix 11 0 0 0;
fix 12 0 0 0;
fix 13 0 0 0;
fix 14 0 0 0;
fix 15 0 0 0;
fix 16 0 0 0;
fix 17 0 0 0;
fix 19 0 0 0;
fix 20 0 0 0;
fix 21 0 0 0;
fix 22 0 0 0;
fix 23 0 0 0;
fix 24 0 0 0;
fix 26 0 0 0;
fix 27 0 0 0;
fix 28 0 0 0;
fix 29 0 0 0;
fix 30 0 0 0;
fix 31 0 0 0;
# nodal masses:
mass 20 5120. 0 0; #dead load=2400kg/m live load=800kg/m
mass 27 5120. 0 0;
# Define ELEMENTS & SECTIONS -------------------------------------------------------------
uniaxialMaterial Steel02 1 5352.624 6033283300.5 .002 18 .925 .15;
uniaxialMaterial Steel02 2 35615.171 174106223.38 0 18 .925 .15;
uniaxialMaterial Steel02 3 32795 80722060.6 0 18 .925 .15;
uniaxialMaterial Steel02 4 3500 19e5 .007 18 .925 .15; #material for beam and columns
uniaxialMaterial Parallel 5 1 2 3; #material for springs at the end of knee link
uniaxialMaterial Elastic 6 10e15;
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
}
section Aggregator 5 6 P 5 Mz; #section defined for end springs of knee link
# 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
# element connectivity:
set numIntgrPt 5;
element nonlinearBeamColumn 1 1 4 $numIntgrPt 2 1;
element nonlinearBeamColumn 2 2 6 $numIntgrPt 3 3;
element nonlinearBeamColumn 3 2 7 $numIntgrPt 3 3;
element nonlinearBeamColumn 4 3 8 $numIntgrPt 2 1;
element nonlinearBeamColumn 5 4 20 $numIntgrPt 2 1;
element elasticBeamColumn 6 5 10 9.99 19e5 51.623 1;
element nonlinearBeamColumn 7 6 13 $numIntgrPt 3 3;
element nonlinearBeamColumn 8 7 17 $numIntgrPt 3 3;
element elasticBeamColumn 9 9 15 9.99 19e5 51.623 1;
element nonlinearBeamColumn 10 8 27 $numIntgrPt 2 1;
element elasticBeamColumn 11 12 22 9.99 19e5 51.623 1;
element elasticBeamColumn 12 16 24 9.99 19e5 51.623 1;
element nonlinearBeamColumn 13 19 21 $numIntgrPt 1 2;
element nonlinearBeamColumn 14 21 23 $numIntgrPt 1 2;
element nonlinearBeamColumn 15 23 26 $numIntgrPt 1 2;
element zeroLengthSection 16 4 5 5 -orient 35.56 40.64 0 40.64 -35.56 0;
element zeroLengthSection 17 10 11 5 -orient -35.56 -40.64 0 -40.64 35.56 0;
element zeroLengthSection 18 11 12 5 -orient 25.69 29.36 0 -29.69 25.69 0;
element zeroLengthSection 19 14 16 5 -orient -25.68 29.36 0 29.36 25.68 0;
element zeroLengthSection 20 14 15 5 -orient 39.57 -40.64 0 40.64 39.57 0;
element zeroLengthSection 21 8 9 5 -orient -39.57 40.64 0 40.64 39.57 0;
element zeroLengthSection 22 21 22 5 -orient -25.68 -29.36 0 -29.36 25.68 0;
element zeroLengthSection 23 23 24 5 -orient 25.68 -29.36 0 29.36 25.68 0;
element zeroLength 24 11 13 -mat 7 -dir 6 -orient 61.97 -125.45 0 125.45 61.97 0;
element zeroLength 25 14 17 -mat 7 -dir 6 -orient -61.97 -125.45 0 -125.45 61.97 0;
element Joint2D 26 19 20 29 28 18 11 11 11 11 10 2;
element Joint2D 27 26 30 31 27 25 11 11 11 11 10 2;
# Define RECORDERS -------------------------------------------------------------
recorder Node -file data/DFree.out -time -node 18 25 -dof 1 2 3 disp; # displacements of free nodes
recorder Node -file data/RBase.out -time -node 1 3 -dof 1 2 3 reaction; # support reaction
recorder Element -file data/Knee.out -time -ele 6 11 section 3 stressStrain;
recorder Element -file data/ForcekneeSec1.out -time -ele 16 force;
recorder Element -file data/DefokneeSec1.out -time -ele 16 deformation;
recorder Element -file data/Bracing.out -time -ele 2 7 section 1 stressStrain;
recorder Element -file data/Forcebracing.out -time -ele 2 7 section 1 force;
recorder Element -file data/Defobracing.out -time -ele 2 7 section 1 deformation;
# define GRAVITY -------------------------------------------------------------
pattern Plain 1 Linear {
eleLoad -ele 13 -type -beamUniform -32; #distributed superstructure-weight on beam 32 kg/cm
eleLoad -ele 14 -type -beamUniform -32;
eleLoad -ele 15 -type -beamUniform -32;
}
#Gravity-analysis parameters -- load-controlled static analysis
set Tol 1.0e-1; # 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"