cannot finish modal analysis

[huzb]

dear all

when i run the modal analysis the program automatically shut down and the analysis could not finish.

Can anyone help me solve this problem please? Thanks!

my codes:
wipe
puts "System"
model basic -ndm 3 -ndf 6
puts "node"
node 1 0.000E+000 0.000E+000 0.000E+000
node 2 0.000E+000 0.000E+000 3.000E+003
node 3 0.000E+000 0.000E+000 6.000E+003
node 4 6.000E+003 0.000E+000 0.000E+000
node 5 6.000E+003 0.000E+000 3.000E+003
node 6 6.000E+003 0.000E+000 6.000E+003
node 7 1.200E+004 0.000E+000 0.000E+000
node 8 1.200E+004 0.000E+000 3.000E+003
node 9 1.200E+004 0.000E+000 6.000E+003
puts "mass"
mass 1 5.120E-002 5.120E-002 5.120E-002 0.000E+000 0.000E+000 0.000E+000
mass 2 3.259E+000 3.259E+000 3.259E+000 0.000E+000 0.000E+000 0.000E+000
mass 3 3.208E+000 3.208E+000 3.208E+000 0.000E+000 0.000E+000 0.000E+000
mass 4 5.120E-002 5.120E-002 5.120E-002 0.000E+000 0.000E+000 0.000E+000
mass 5 6.415E+000 6.415E+000 6.415E+000 0.000E+000 0.000E+000 0.000E+000
mass 6 6.364E+000 6.364E+000 6.364E+000 0.000E+000 0.000E+000 0.000E+000
mass 7 5.120E-002 5.120E-002 5.120E-002 0.000E+000 0.000E+000 0.000E+000
mass 8 3.259E+000 3.259E+000 3.259E+000 0.000E+000 0.000E+000 0.000E+000
mass 9 3.208E+000 3.208E+000 3.208E+000 0.000E+000 0.000E+000 0.000E+000
puts "restraint"
fix 1 1 1 1 1 1 1;
fix 4 1 1 1 1 1 1;
fix 7 1 1 1 1 1 1;
puts "material"
uniaxialMaterial Steel01 16 345 2.060E+005 0.001
uniaxialMaterial Elastic 201 1.278E+008
uniaxialMaterial Elastic 301 1.619E+008
uniaxialMaterial Elastic 401 8.093E+009
uniaxialMaterial Elastic 202 1.278E+008
uniaxialMaterial Elastic 302 1.619E+008
uniaxialMaterial Elastic 402 8.093E+009
##FSEC1
section Fiber 1 {
fiber -5.080E+001 -1.476E+002 2.452E+002 16
fiber -2.540E+001 -1.476E+002 2.452E+002 16
fiber 0.000E+000 -1.476E+002 2.452E+002 16
fiber 2.540E+001 -1.476E+002 2.452E+002 16
fiber 5.080E+001 -1.476E+002 2.452E+002 16
fiber -5.080E+001 1.476E+002 2.452E+002 16
fiber -2.540E+001 1.476E+002 2.452E+002 16
fiber 0.000E+000 1.476E+002 2.452E+002 16
fiber 2.540E+001 1.476E+002 2.452E+002 16
fiber 5.080E+001 1.476E+002 2.452E+002 16
fiber 0.000E+000 -1.142E+002 3.626E+002 16
fiber 0.000E+000 -5.710E+001 3.626E+002 16
fiber 0.000E+000 0.000E+000 3.626E+002 16
fiber 0.000E+000 5.710E+001 3.626E+002 16
fiber 0.000E+000 1.142E+002 3.626E+002 16
}
##FSEC2
section Fiber 2 {
fiber -5.080E+001 -1.476E+002 2.452E+002 16
fiber -2.540E+001 -1.476E+002 2.452E+002 16
fiber 0.000E+000 -1.476E+002 2.452E+002 16
fiber 2.540E+001 -1.476E+002 2.452E+002 16
fiber 5.080E+001 -1.476E+002 2.452E+002 16
fiber -5.080E+001 1.476E+002 2.452E+002 16
fiber -2.540E+001 1.476E+002 2.452E+002 16
fiber 0.000E+000 1.476E+002 2.452E+002 16
fiber 2.540E+001 1.476E+002 2.452E+002 16
fiber 5.080E+001 1.476E+002 2.452E+002 16
fiber 0.000E+000 -1.142E+002 3.626E+002 16
fiber 0.000E+000 -5.710E+001 3.626E+002 16
fiber 0.000E+000 0.000E+000 3.626E+002 16
fiber 0.000E+000 5.710E+001 3.626E+002 16
fiber 0.000E+000 1.142E+002 3.626E+002 16
}
section Aggregator 1001 201 Vy 301 Vz 401 T -section 1
section Aggregator 1002 202 Vy 302 Vz 402 T -section 2
puts "transformation"
geomTransf PDelta 1 1.000 0.000 0.000
geomTransf PDelta 2 1.000 0.000 0.000
geomTransf PDelta 3 1.000 0.000 0.000
geomTransf Linear 4 0.000 0.000 1.000
geomTransf Linear 5 0.000 0.000 1.000
geomTransf PDelta 6 1.000 0.000 0.000
geomTransf PDelta 7 1.000 0.000 0.000
geomTransf PDelta 8 1.000 0.000 0.000
geomTransf Linear 9 0.000 0.000 1.000
geomTransf Linear 10 0.000 0.000 1.000
puts "element"
element nonlinearBeamColumn 1 2 3 3 1002 1
element nonlinearBeamColumn 2 5 6 3 1002 2
element nonlinearBeamColumn 3 8 9 3 1002 3
element nonlinearBeamColumn 4 3 6 3 1001 4
element nonlinearBeamColumn 5 6 9 3 1001 5
element nonlinearBeamColumn 6 1 2 3 1002 6
element nonlinearBeamColumn 7 4 5 3 1002 7
element nonlinearBeamColumn 8 7 8 3 1002 8
element nonlinearBeamColumn 9 2 5 3 1001 9
element nonlinearBeamColumn 10 5 8 3 1001 10
puts "recorder"
recorder Node -file node0.out -time -nodeRange 1 9 -dof 1 2 3 disp
recorder Element -file ele0.out -time -eleRange 1 10 localForce
recorder Node -file eigen1_node0.out -time -nodeRange 1 9 -dof 1 2 3 "eigen 1"
recorder Node -file eigen2_node0.out -time -nodeRange 1 9 -dof 1 2 3 "eigen 2"
recorder Node -file eigen3_node0.out -time -nodeRange 1 9 -dof 1 2 3 "eigen 3"
recorder Node -file eigen4_node0.out -time -nodeRange 1 9 -dof 1 2 3 "eigen 4"
recorder Node -file eigen5_node0.out -time -nodeRange 1 9 -dof 1 2 3 "eigen 5"
recorder Node -file eigen6_node0.out -time -nodeRange 1 9 -dof 1 2 3 "eigen 6"
recorder Node -file eigen7_node0.out -time -nodeRange 1 9 -dof 1 2 3 "eigen 7"
recorder Node -file eigen8_node0.out -time -nodeRange 1 9 -dof 1 2 3 "eigen 8"
recorder Node -file eigen9_node0.out -time -nodeRange 1 9 -dof 1 2 3 "eigen 9"
recorder Node -file eigen10_node0.out -time -nodeRange 1 9 -dof 1 2 3 "eigen 10"
recorder Node -file eigen11_node0.out -time -nodeRange 1 9 -dof 1 2 3 "eigen 11"
recorder Node -file eigen12_node0.out -time -nodeRange 1 9 -dof 1 2 3 "eigen 12"
set numModes 12
set lambda [eigen $numModes]
set period "Periods.txt"
set Periods [open $period "w"]
puts $Periods " $lambda"
close $Periods
record

[fmk]

you are asking for too many nodes, possibly due to duplicate modes. you can get 10, not 12 for this model

[huzb]

dear fmk, thanks for your answer.

i have some other questions. how can i use 'rigidDiaphragm' command in this model correctly？ i would like to make nodes in the same floor have the same horizontal displacements. i found the periods calculated with 'rigidDiaphragm' command were quite different from that calculated without 'rigidDiaphragm' command. Following is my scripts.

wipe
puts "System"
model basic -ndm 3 -ndf 6
puts "node"
node 1 0.000E+000 0.000E+000 0.000E+000
node 2 0.000E+000 0.000E+000 3.000E+003
node 3 0.000E+000 0.000E+000 6.000E+003
node 4 6.000E+003 0.000E+000 0.000E+000
node 5 6.000E+003 0.000E+000 3.000E+003
node 6 6.000E+003 0.000E+000 6.000E+003
node 7 1.200E+004 0.000E+000 0.000E+000
node 8 1.200E+004 0.000E+000 3.000E+003
node 9 1.200E+004 0.000E+000 6.000E+003
puts "rigidDiaphragm"
rigidDiaphragm 3 6 3 9
rigidDiaphragm 3 5 2 8
puts "mass"
mass 1 5.120E-002 5.120E-002 5.120E-002 0.000E+000 0.000E+000 0.000E+000
mass 2 3.259E+000 3.259E+000 3.259E+000 0.000E+000 0.000E+000 0.000E+000
mass 3 3.208E+000 3.208E+000 3.208E+000 0.000E+000 0.000E+000 0.000E+000
mass 4 5.120E-002 5.120E-002 5.120E-002 0.000E+000 0.000E+000 0.000E+000
mass 5 6.415E+000 6.415E+000 6.415E+000 0.000E+000 0.000E+000 0.000E+000
mass 6 6.364E+000 6.364E+000 6.364E+000 0.000E+000 0.000E+000 0.000E+000
mass 7 5.120E-002 5.120E-002 5.120E-002 0.000E+000 0.000E+000 0.000E+000
mass 8 3.259E+000 3.259E+000 3.259E+000 0.000E+000 0.000E+000 0.000E+000
mass 9 3.208E+000 3.208E+000 3.208E+000 0.000E+000 0.000E+000 0.000E+000
puts "restraint"
fix 1 1 1 1 1 1 1;
fix 2 0 1 0 0 0 0;
fix 3 0 1 0 0 0 0;
fix 4 1 1 1 1 1 1;
fix 5 0 1 0 0 0 0;
fix 6 0 1 0 0 0 0;
fix 7 1 1 1 1 1 1;
fix 8 0 1 0 0 0 0;
fix 9 0 1 0 0 0 0;
puts "material"
#uniaxialMaterial Hysteretic 1 345 0.001725 345 0.015 503.32 0.14 -345 -0.001725 -345 -0.015 -503.32 -0.14 1.0 1.0 0.0 0.0 0.0;
#uniaxialMaterial Steel01 1 345 2.060E+005 0.001
uniaxialMaterial Steel02 1 345 2.060E+005 0.001 18 0.925 0.15
uniaxialMaterial Elastic 201 1.278E+008
uniaxialMaterial Elastic 301 1.619E+008
uniaxialMaterial Elastic 401 8.093E+009
uniaxialMaterial Elastic 202 1.278E+008
uniaxialMaterial Elastic 302 1.619E+008
uniaxialMaterial Elastic 402 8.093E+009
##FSEC1
section Fiber 1 {
fiber -5.080E+001 -1.476E+002 2.452E+002 1
fiber -2.540E+001 -1.476E+002 2.452E+002 1
fiber 0.000E+000 -1.476E+002 2.452E+002 1
fiber 2.540E+001 -1.476E+002 2.452E+002 1
fiber 5.080E+001 -1.476E+002 2.452E+002 1
fiber -5.080E+001 1.476E+002 2.452E+002 1
fiber -2.540E+001 1.476E+002 2.452E+002 1
fiber 0.000E+000 1.476E+002 2.452E+002 1
fiber 2.540E+001 1.476E+002 2.452E+002 1
fiber 5.080E+001 1.476E+002 2.452E+002 1
fiber 0.000E+000 -1.142E+002 3.626E+002 1
fiber 0.000E+000 -5.710E+001 3.626E+002 1
fiber 0.000E+000 0.000E+000 3.626E+002 1
fiber 0.000E+000 5.710E+001 3.626E+002 1
fiber 0.000E+000 1.142E+002 3.626E+002 1
}
##FSEC2
section Fiber 2 {
fiber -5.080E+001 -1.476E+002 2.452E+002 1
fiber -2.540E+001 -1.476E+002 2.452E+002 1
fiber 0.000E+000 -1.476E+002 2.452E+002 1
fiber 2.540E+001 -1.476E+002 2.452E+002 1
fiber 5.080E+001 -1.476E+002 2.452E+002 1
fiber -5.080E+001 1.476E+002 2.452E+002 1
fiber -2.540E+001 1.476E+002 2.452E+002 1
fiber 0.000E+000 1.476E+002 2.452E+002 1
fiber 2.540E+001 1.476E+002 2.452E+002 1
fiber 5.080E+001 1.476E+002 2.452E+002 1
fiber 0.000E+000 -1.142E+002 3.626E+002 1
fiber 0.000E+000 -5.710E+001 3.626E+002 1
fiber 0.000E+000 0.000E+000 3.626E+002 1
fiber 0.000E+000 5.710E+001 3.626E+002 1
fiber 0.000E+000 1.142E+002 3.626E+002 1
}
section Aggregator 1001 201 Vy 301 Vz 401 T -section 1
section Aggregator 1002 202 Vy 302 Vz 402 T -section 2
puts "transformation"
geomTransf PDelta 1 1.000 0.000 0.000
geomTransf PDelta 2 1.000 0.000 0.000
geomTransf PDelta 3 1.000 0.000 0.000
geomTransf Linear 4 0.000 0.000 1.000
geomTransf Linear 5 0.000 0.000 1.000
geomTransf PDelta 6 1.000 0.000 0.000
geomTransf PDelta 7 1.000 0.000 0.000
geomTransf PDelta 8 1.000 0.000 0.000
geomTransf Linear 9 0.000 0.000 1.000
geomTransf Linear 10 0.000 0.000 1.000
puts "element"
element nonlinearBeamColumn 1 2 3 4 1002 1
element nonlinearBeamColumn 2 5 6 4 1002 2
element nonlinearBeamColumn 3 8 9 4 1002 3
element nonlinearBeamColumn 4 3 6 4 1001 4
element nonlinearBeamColumn 5 6 9 4 1001 5
element nonlinearBeamColumn 6 1 2 4 1002 6
element nonlinearBeamColumn 7 4 5 4 1002 7
element nonlinearBeamColumn 8 7 8 4 1002 8
element nonlinearBeamColumn 9 2 5 4 1001 9
element nonlinearBeamColumn 10 5 8 4 1001 10
puts "recorder"
recorder Node -file node2.out -time -node 2 -dof 1 2 3 disp
recorder Node -file node3.out -time -node 3 -dof 1 2 3 disp
recorder Node -file node6.out -time -node 6 -dof 1 2 3 disp
recorder Node -file node9.out -time -node 9 -dof 1 2 3 disp
recorder Node -file eigen1_node0.out -time -nodeRange 1 9 -dof 1 2 3 "eigen 1"
recorder Node -file eigen2_node0.out -time -nodeRange 1 9 -dof 1 2 3 "eigen 2"
recorder Node -file eigen3_node0.out -time -nodeRange 1 9 -dof 1 2 3 "eigen 3"
#recorder Node -file eigen4_node0.out -time -nodeRange 1 9 -dof 1 2 3 "eigen 4"
#recorder Node -file eigen5_node0.out -time -nodeRange 1 9 -dof 1 2 3 "eigen 5"
#recorder Node -file eigen6_node0.out -time -nodeRange 1 9 -dof 1 2 3 "eigen 6"
#recorder Node -file eigen7_node0.out -time -nodeRange 1 9 -dof 1 2 3 "eigen 7"
#recorder Node -file eigen8_node0.out -time -nodeRange 1 9 -dof 1 2 3 "eigen 8"
#recorder Node -file eigen9_node0.out -time -nodeRange 1 9 -dof 1 2 3 "eigen 9"
#recorder Node -file eigen10_node0.out -time -nodeRange 1 9 -dof 1 2 3 "eigen 10"
#recorder Node -file eigen11_node0.out -time -nodeRange 1 9 -dof 1 2 3 "eigen 11"
#recorder Node -file eigen12_node0.out -time -nodeRange 1 9 -dof 1 2 3 "eigen 12"
puts "modal analysis"
set numModes 3
set lambda [eigen $numModes]
set period "Periods.txt"
set Periods [open $period "w"]
puts $Periods " $lambda"
close $Periods
record

[fmk]

the 2 dirn dof need to be unconstrained for a rigidDiaphragm. remove the fixity.

alo be careful using a nonlinearBeamColumn as beams with 0 axial deformation. it can cause high axial force if neutral axis needs to move up or down due to bending. Monitor and if a problem use dispBeamColumn element instead of the force element.