Problem of eigen analysis

[Sangwook]

Hello, I modeled a code for a dynamic analysis at RC frame including one-component model.
However, when I tried to get eigenvalues from my model, opensees gave me an error message as below.
In my current situation, only [eigen 1] can be obtained from my model.
To perform the dynamic analysis using Rayleigh damping, I need more eigenvalues.
I need your help.

Thanks & Regards

P.S) I attached my code.
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ArpackSolver::Error with _saupd info = -9999
Could not build an Arnoldi factorization.IPARAM(5) the size of the current Arnoldi factorization: is 5factorization. The user is advised to check thatenough workspace and array storage has been allocated.
WARNING StaticAnalysis::eigen() - EigenSOE failed in solve()
missing function argument at _@_
in expression "pow(_@_,0.5)"
(parsing expression "pow(,0.5)")
invoked from within
"expr pow($lambdaI,0.5)"
invoked from within
"set omegaI [expr pow($lambdaI,0.5)]"
(file "StrengthenedModel.tcl" line 381)
---------------------------------------------------------------------------------------------------------------------------------------
----------------------------------------------------------------------------------------------------------------------------------------
model BasicBuilder -ndm 2 -ndf 3
# Set parameters for overall model geomerty
set Width 6000
set Height 3250
# Create nodes
# tag X Y
node 11 0.0 0.0
node 21 0.0 3250
node 31 0.0 6500
node 41 0.0 9750
node 51 0.0 13000
node 61 0.0 16250
node 12 6000 0.0
node 22 6000 3250
node 32 6000 6500
node 42 6000 9750
node 52 6000 13000
node 62 6000 16250
node 13 12000 0.0
node 23 12000 3250
node 33 12000 6500
node 43 12000 9750
node 53 12000 13000
node 63 12000 16250
node 14 18000 0.0
node 24 18000 3250
node 34 18000 6500
node 44 18000 9750
node 54 18000 13000
node 64 18000 16250
# Create zerolength nodes for beam and column
# tag X Y
node 1111 0.0 0.0
node 1112 0.0 3250
node 1211 0.0 3250
node 2111 0.0 3250
node 1212 0.0 6500
node 1311 0.0 6500
node 2211 0.0 6500
node 1312 0.0 9750
node 1411 0.0 9750
node 2311 0.0 9750
node 1412 0.0 13000
node 1511 0.0 13000
node 2411 0.0 13000
node 1512 0.0 16250
node 2511 0.0 16250
node 1121 6000 0.0
node 1122 6000 3250
node 2112 6000 3250
node 2121 6000 3250
node 1221 6000 3250
node 1222 6000 6500
node 2212 6000 6500
node 2221 6000 6500
node 1321 6000 6500
node 2312 6000 9750
node 1322 6000 9750
node 2321 6000 9750
node 1421 6000 9750
node 1422 6000 13000
node 2412 6000 13000
node 2421 6000 13000
node 1521 6000 13000
node 1522 6000 16250
node 2512 6000 16250
node 2521 6000 16250
node 1131 12000 0.0
node 1132 12000 3250
node 2122 12000 3250
node 2131 12000 3250
node 1231 12000 3250
node 1232 12000 6500
node 2222 12000 6500
node 2231 12000 6500
node 1331 12000 6500
node 1332 12000 9750
node 2322 12000 9750
node 2331 12000 9750
node 1431 12000 9750
node 1432 12000 13000
node 2422 12000 13000
node 2431 12000 13000
node 1531 12000 13000
node 1532 12000 16250
node 2522 12000 16250
node 2531 12000 16250
node 1141 18000 0.0
node 1142 18000 3250
node 2132 18000 3250
node 1241 18000 3250
node 1242 18000 6500
node 2232 18000 6500
node 1341 18000 6500
node 1342 18000 9750
node 2332 18000 9750
node 1441 18000 9750
node 1442 18000 13000
node 2432 18000 13000
node 1541 18000 13000
node 1542 18000 16250
node 2532 18000 16250

# Fix supports at base of columns
# tag DX DY MZ
fix 11 1 1 1
fix 12 1 1 1
fix 13 1 1 1
fix 14 1 1 1
# C1
# hysteretic $matTag $s1p $e1p $s2p $e2p $s3p $e3p $s1n $e1n $s2n $e2n $s3n $e3n $pinchX $pinchY $damage1 $damage2
uniaxialMaterial Hysteretic 311 1.099336e+008 0.0046606 1.649004e+008 0.0565164 2.748339e+007 0.0602234 -1.099336e+008 -0.0046606 -1.649004e+008 -0.0565164 -2.748339e+007 -0.0602234 1 1 0 0
uniaxialMaterial Hysteretic 312 1.350839e+008 0.0051496 2.026258e+008 0.0688704 3.377096e+007 0.0722234 -1.350839e+008 -0.0051496 -2.026258e+008 -0.0688704 -3.377096e+007 -0.0722234 1 1 0 0
uniaxialMaterial Hysteretic 323 1.918390e+008 0.0061236 2.877586e+008 0.0966154 4.795976e+007 0.1023404 -1.918390e+008 -0.0061236 -2.877586e+008 -0.0966154 -4.795976e+007 -0.1023404 1 1 0 0
uniaxialMaterial Hysteretic 324 2.048927e+008 0.0060366 3.073391e+008 0.1026864 5.122319e+007 0.1069114 -2.048927e+008 -0.0060366 -3.073391e+008 -0.1026864 -5.122319e+007 -0.1069114 1 1 0 0
uniaxialMaterial Hysteretic 325 2.026016e+008 0.0055416 3.039025e+008 0.1011104 5.065041e+007 0.1089444 -2.026016e+008 -0.0055416 -3.039025e+008 -0.1011104 -5.065041e+007 -0.1089444 1 1 0 0
uniaxialMaterial Hysteretic 331 4.904814e+007 0.0052896 7.357220e+007 0.0685124 1.226203e+007 0.0728864 -4.904814e+007 -0.0052896 -7.357220e+007 -0.0685124 -1.226203e+007 -0.0728864 1 1 0 0
uniaxialMaterial Hysteretic 332 6.013390e+007 0.0059526 9.020085e+007 0.0834644 1.503347e+007 0.0895284 -6.013390e+007 -0.0059526 -9.020085e+007 -0.0834644 -1.503347e+007 -0.0895284 1 1 0 0
uniaxialMaterial Hysteretic 343 8.792794e+007 0.0074176 1.318919e+008 0.1207564 2.198198e+007 0.1274774 -8.792794e+007 -0.0074176 -1.318919e+008 -0.1207564 -2.198198e+007 -0.1274774 1 1 0 0
uniaxialMaterial Hysteretic 344 9.434045e+007 0.0074446 1.415107e+008 0.1290494 2.358511e+007 0.1410564 -9.434045e+007 -0.0074446 -1.415107e+008 -0.1290494 -2.358511e+007 -0.1410564 1 1 0 0
uniaxialMaterial Hysteretic 345 9.787782e+007 0.0072566 1.468167e+008 0.1334204 2.446946e+007 0.1447824 -9.787782e+007 -0.0072566 -1.468167e+008 -0.1334204 -2.446946e+007 -0.1447824 1 1 0 0
uniaxialMaterial Hysteretic 411 5.144055e+007 0.0002736 1.099336e+008 0.0046604 1.099336e+008 0.0602234 -5.144055e+007 -0.0002736 -1.099336e+008 -0.0046604 -1.099336e+008 -0.0602234 1 1 0 0
uniaxialMaterial Hysteretic 412 7.071110e+007 0.0003816 1.350839e+008 0.0051494 1.350839e+008 0.0722234 -7.071110e+007 -0.0003816 -1.350839e+008 -0.0051494 -1.350839e+008 -0.0722234 1 1 0 0
uniaxialMaterial Hysteretic 423 8.821403e+007 0.0004886 1.918390e+008 0.0061234 1.918390e+008 0.1023404 -8.821403e+007 -0.0004886 -1.918390e+008 -0.0061234 -1.918390e+008 -0.1023404 1 1 0 0
uniaxialMaterial Hysteretic 424 1.060983e+008 0.0005966 2.048927e+008 0.0060364 2.048927e+008 0.1069114 -1.060983e+008 -0.0005966 -2.048927e+008 -0.0060364 -2.048927e+008 -0.1069114 1 1 0 0
uniaxialMaterial Hysteretic 425 1.234194e+008 0.0007046 2.026016e+008 0.0055414 2.026016e+008 0.1089444 -1.234194e+008 -0.0007046 -2.026016e+008 -0.0055414 -2.026016e+008 -0.1089444 1 1 0 0
uniaxialMaterial Hysteretic 431 2.309149e+007 0.0003386 4.904814e+007 0.0052894 4.904814e+007 0.0728864 -2.309149e+007 -0.0003386 -4.904814e+007 -0.0052894 -4.904814e+007 -0.0728864 1 1 0 0
uniaxialMaterial Hysteretic 432 3.127115e+007 0.0004636 6.013390e+007 0.0059524 6.013390e+007 0.0895284 -3.127115e+007 -0.0004636 -6.013390e+007 -0.0059524 -6.013390e+007 -0.0895284 1 1 0 0
uniaxialMaterial Hysteretic 443 3.869983e+007 0.0005896 8.792794e+007 0.0074174 8.792794e+007 0.1274774 -3.869983e+007 -0.0005896 -8.792794e+007 -0.0074174 -8.792794e+007 -0.1274774 1 1 0 0
uniaxialMaterial Hysteretic 444 4.635689e+007 0.0007146 9.434045e+007 0.0074444 9.434045e+007 0.1410564 -4.635689e+007 -0.0007146 -9.434045e+007 -0.0074444 -9.434045e+007 -0.1410564 1 1 0 0
uniaxialMaterial Hysteretic 445 5.380905e+007 0.0008406 9.787782e+007 0.0072564 9.787782e+007 0.1447824 -5.380905e+007 -0.0008406 -9.787782e+007 -0.0072564 -9.787782e+007 -0.1447824 1 1 0 0
uniaxialMaterial Parallel 11 311 411
uniaxialMaterial Parallel 12 312 412
uniaxialMaterial Parallel 23 323 423
uniaxialMaterial Parallel 24 324 424
uniaxialMaterial Parallel 25 325 425
uniaxialMaterial Parallel 31 331 431
uniaxialMaterial Parallel 32 332 432
uniaxialMaterial Parallel 43 343 443
uniaxialMaterial Parallel 44 344 444
uniaxialMaterial Parallel 45 345 445
uniaxialMaterial Hysteretic 1111 1.096519e+008 0.0035366 1.644779e+008 0.0865386 8.223893e+007 0.0916586 -1.096519e+008 -0.0035366 -1.644779e+008 -0.0865386 -8.223893e+007 -0.0916586 1 1 0 0
uniaxialMaterial Hysteretic 1112 1.566135e+008 0.0050396 2.349202e+008 0.1225316 1.174601e+008 0.1297796 -1.566135e+008 -0.0050396 -2.349202e+008 -0.1225316 -1.174601e+008 -0.1297796 1 1 0 0
uniaxialMaterial Hysteretic 2111 2.650385e+007 0.0002626 1.096519e+008 0.0035366 1.096519e+008 0.0916586 -2.650385e+007 -0.0002626 -1.096519e+008 -0.0035366 -1.096519e+008 -0.0916586 1 1 0 0
uniaxialMaterial Hysteretic 2112 2.655907e+007 0.0002606 1.566135e+008 0.0050396 1.566135e+008 0.1297796 -2.655907e+007 -0.0002606 -1.566135e+008 -0.0050396 -1.566135e+008 -0.1297796 1 1 0 0
uniaxialMaterial Parallel 111 1111 2111
uniaxialMaterial Parallel 112 1112 2112
uniaxialMaterial Elastic 991 5548500000.000000
uniaxialMaterial Elastic 992 3356500000.000000
uniaxialMaterial Elastic 993 4110000000.000000
uniaxialMaterial Elastic 9991 2412391304.347826
uniaxialMaterial Elastic 9992 1459347826.086957
uniaxialMaterial Elastic 9993 1786956521.739130
section Aggregator 11 991 P 11 Mz 9991 Vy
section Aggregator 12 991 P 12 Mz 9991 Vy
section Aggregator 23 991 P 23 Mz 9991 Vy
section Aggregator 24 991 P 24 Mz 9991 Vy
section Aggregator 25 991 P 25 Mz 9991 Vy
section Aggregator 31 992 P 31 Mz 9992 Vy
section Aggregator 32 992 P 32 Mz 9992 Vy
section Aggregator 43 992 P 43 Mz 9992 Vy
section Aggregator 44 992 P 44 Mz 9992 Vy
section Aggregator 45 992 P 45 Mz 9992 Vy
section Aggregator 111 993 P 111 Mz 9993 Vy
section Aggregator 112 993 P 112 Mz 9993 Vy
geomTransf Linear 1
# Area of element
set ExCol 122500
set InCol 202500
set Beam 150000
set Modul 27400
# Geometrical moment of inertia
set IExCol 1250520833
set IInCol 3417187500
set IBeam 4500000000
# Create the column element
# tag i_node j_node A(mm^2) E(MPa) Iz(mm^4) transfTag
element elasticBeamColumn 111 1111 1112 $ExCol $Modul $IExCol 1
element elasticBeamColumn 121 1211 1212 $ExCol $Modul $IExCol 1
element elasticBeamColumn 131 1311 1312 $ExCol $Modul $IExCol 1
element elasticBeamColumn 141 1411 1412 $ExCol $Modul $IExCol 1
element elasticBeamColumn 151 1511 1512 $ExCol $Modul $IExCol 1
element elasticBeamColumn 112 1121 1122 $InCol $Modul $IInCol 1
element elasticBeamColumn 122 1221 1222 $InCol $Modul $IInCol 1
element elasticBeamColumn 132 1321 1322 $InCol $Modul $IInCol 1
element elasticBeamColumn 142 1421 1422 $InCol $Modul $IInCol 1
element elasticBeamColumn 152 1521 1522 $InCol $Modul $IInCol 1
element elasticBeamColumn 113 1131 1132 $InCol $Modul $IInCol 1
element elasticBeamColumn 123 1231 1232 $InCol $Modul $IInCol 1
element elasticBeamColumn 133 1331 1332 $InCol $Modul $IInCol 1
element elasticBeamColumn 143 1431 1432 $InCol $Modul $IInCol 1
element elasticBeamColumn 153 1531 1532 $InCol $Modul $IInCol 1
element elasticBeamColumn 114 1141 1142 $ExCol $Modul $IExCol 1
element elasticBeamColumn 124 1241 1242 $ExCol $Modul $IExCol 1
element elasticBeamColumn 134 1341 1342 $ExCol $Modul $IExCol 1
element elasticBeamColumn 144 1441 1442 $ExCol $Modul $IExCol 1
element elasticBeamColumn 154 1541 1542 $ExCol $Modul $IExCol 1

# Create the beam element
element elasticBeamColumn 211 2111 2112 $Beam $Modul $IBeam 1
element elasticBeamColumn 221 2211 2212 $Beam $Modul $IBeam 1
element elasticBeamColumn 231 2311 2312 $Beam $Modul $IBeam 1
element elasticBeamColumn 241 2411 2412 $Beam $Modul $IBeam 1
element elasticBeamColumn 251 2511 2512 $Beam $Modul $IBeam 1
element elasticBeamColumn 212 2121 2122 $Beam $Modul $IBeam 1
element elasticBeamColumn 222 2221 2222 $Beam $Modul $IBeam 1
element elasticBeamColumn 232 2321 2322 $Beam $Modul $IBeam 1
element elasticBeamColumn 242 2421 2422 $Beam $Modul $IBeam 1
element elasticBeamColumn 252 2521 2522 $Beam $Modul $IBeam 1
element elasticBeamColumn 213 2131 2132 $Beam $Modul $IBeam 1
element elasticBeamColumn 223 2231 2232 $Beam $Modul $IBeam 1
element elasticBeamColumn 233 2331 2332 $Beam $Modul $IBeam 1
element elasticBeamColumn 243 2431 2432 $Beam $Modul $IBeam 1
element elasticBeamColumn 253 2531 2532 $Beam $Modul $IBeam 1

element zeroLengthSection 10111 11 1111 45 -orient 0 1 0 -1 0 0
element zeroLengthSection 10112 21 1112 45 -orient 0 1 0 -1 0 0
element zeroLengthSection 10211 21 1211 44 -orient 0 1 0 -1 0 0
element zeroLengthSection 10212 31 1212 44 -orient 0 1 0 -1 0 0
element zeroLengthSection 10311 31 1311 43 -orient 0 1 0 -1 0 0
element zeroLengthSection 10312 41 1312 43 -orient 0 1 0 -1 0 0
element zeroLengthSection 10411 41 1411 32 -orient 0 1 0 -1 0 0
element zeroLengthSection 10412 51 1412 32 -orient 0 1 0 -1 0 0
element zeroLengthSection 10511 51 1511 31 -orient 0 1 0 -1 0 0
element zeroLengthSection 10512 61 1512 31 -orient 0 1 0 -1 0 0
element zeroLengthSection 10121 12 1121 25 -orient 0 1 0 -1 0 0
element zeroLengthSection 10122 22 1122 25 -orient 0 1 0 -1 0 0
element zeroLengthSection 10221 22 1221 24 -orient 0 1 0 -1 0 0
element zeroLengthSection 10222 32 1222 24 -orient 0 1 0 -1 0 0
element zeroLengthSection 10321 32 1321 23 -orient 0 1 0 -1 0 0
element zeroLengthSection 10322 42 1322 23 -orient 0 1 0 -1 0 0
element zeroLengthSection 10421 42 1421 12 -orient 0 1 0 -1 0 0
element zeroLengthSection 10422 52 1422 12 -orient 0 1 0 -1 0 0
element zeroLengthSection 10521 52 1521 11 -orient 0 1 0 -1 0 0
element zeroLengthSection 10522 62 1522 11 -orient 0 1 0 -1 0 0
element zeroLengthSection 10131 13 1131 25 -orient 0 1 0 -1 0 0
element zeroLengthSection 10132 23 1132 25 -orient 0 1 0 -1 0 0
element zeroLengthSection 10231 23 1231 24 -orient 0 1 0 -1 0 0
element zeroLengthSection 10232 33 1232 24 -orient 0 1 0 -1 0 0
element zeroLengthSection 10331 33 1331 23 -orient 0 1 0 -1 0 0
element zeroLengthSection 10332 43 1332 23 -orient 0 1 0 -1 0 0
element zeroLengthSection 10431 43 1431 12 -orient 0 1 0 -1 0 0
element zeroLengthSection 10432 53 1432 12 -orient 0 1 0 -1 0 0
element zeroLengthSection 10531 53 1531 11 -orient 0 1 0 -1 0 0
element zeroLengthSection 10532 63 1532 11 -orient 0 1 0 -1 0 0
element zeroLengthSection 10141 14 1141 45 -orient 0 1 0 -1 0 0
element zeroLengthSection 10142 24 1142 45 -orient 0 1 0 -1 0 0
element zeroLengthSection 10241 24 1241 44 -orient 0 1 0 -1 0 0
element zeroLengthSection 10242 34 1242 44 -orient 0 1 0 -1 0 0
element zeroLengthSection 10341 34 1341 43 -orient 0 1 0 -1 0 0
element zeroLengthSection 10342 44 1342 43 -orient 0 1 0 -1 0 0
element zeroLengthSection 10441 44 1441 32 -orient 0 1 0 -1 0 0
element zeroLengthSection 10442 54 1442 32 -orient 0 1 0 -1 0 0
element zeroLengthSection 10541 54 1541 31 -orient 0 1 0 -1 0 0
element zeroLengthSection 10542 64 1542 31 -orient 0 1 0 -1 0 0
# $Beam $eleTag $iNode $jNode $matTag
element zeroLengthSection 20111 21 2111 111
element zeroLengthSection 20112 22 2112 111
element zeroLengthSection 20211 31 2211 111
element zeroLengthSection 20212 32 2212 111
element zeroLengthSection 20311 41 2311 111
element zeroLengthSection 20312 42 2312 111
element zeroLengthSection 20411 51 2411 111
element zeroLengthSection 20412 52 2412 111
element zeroLengthSection 20511 61 2511 111
element zeroLengthSection 20512 62 2512 111
element zeroLengthSection 20121 22 2121 112
element zeroLengthSection 20122 23 2122 112
element zeroLengthSection 20221 32 2221 112
element zeroLengthSection 20222 33 2222 112
element zeroLengthSection 20321 42 2321 112
element zeroLengthSection 20322 43 2322 112
element zeroLengthSection 20421 52 2421 112
element zeroLengthSection 20422 53 2422 112
element zeroLengthSection 20521 62 2521 112
element zeroLengthSection 20522 63 2522 112
element zeroLengthSection 20131 23 2131 111
element zeroLengthSection 20132 24 2132 111
element zeroLengthSection 20231 33 2231 111
element zeroLengthSection 20232 34 2232 111
element zeroLengthSection 20331 43 2331 111
element zeroLengthSection 20332 44 2332 111
element zeroLengthSection 20431 53 2431 111
element zeroLengthSection 20432 54 2432 111
element zeroLengthSection 20531 63 2531 111
element zeroLengthSection 20532 64 2532 111
equalDOF 21 22 1
equalDOF 21 23 1
equalDOF 21 24 1
equalDOF 31 32 1
equalDOF 31 33 1
equalDOF 31 34 1
equalDOF 41 42 1
equalDOF 41 43 1
equalDOF 41 44 1
equalDOF 51 52 1
equalDOF 51 53 1
equalDOF 51 54 1
equalDOF 61 62 1
equalDOF 61 63 1
equalDOF 61 64 1
# $nodeTag
mass 21 10.009500 0 0
mass 31 10.009500 0 0
mass 41 10.009500 0 0
mass 51 10.009500 0 0
mass 61 10.009500 0 0
mass 22 18.193500 0 0
mass 32 18.193500 0 0
mass 42 18.193500 0 0
mass 52 18.193500 0 0
mass 62 18.193500 0 0
mass 23 18.193500 0 0
mass 33 18.193500 0 0
mass 43 18.193500 0 0
mass 53 18.193500 0 0
mass 63 18.193500 0 0
mass 24 10.009500 0 0
mass 34 10.009500 0 0
mass 44 10.009500 0 0
mass 54 10.009500 0 0
mass 64 10.009500 0 0
set PI 3.14159265
set lambda [eigen 1]
set omega [expr pow($lambda,0.5)]
set Tperiod [expr 2*$PI/$omega]; # period (sec.)
set outFileID [open Period.out w]
puts $outFileID $Tperiod
close $outFileID
pattern Plain 101 Constant {
load 21 0.00000 -37024.890000 0.00000
load 31 0.00000 -37024.890000 0.00000
load 41 0.00000 -37024.890000 0.00000
load 51 0.00000 -37024.890000 0.00000
load 61 0.00000 -37024.890000 0.00000
load 22 0.00000 -54370.890000 0.00000
load 32 0.00000 -54370.890000 0.00000
load 42 0.00000 -54370.890000 0.00000
load 52 0.00000 -54370.890000 0.00000
load 62 0.00000 -54370.890000 0.00000
load 23 0.00000 -54370.890000 0.00000
load 33 0.00000 -54370.890000 0.00000
load 43 0.00000 -54370.890000 0.00000
load 53 0.00000 -54370.890000 0.00000
load 63 0.00000 -54370.890000 0.00000
load 24 0.00000 -37024.890000 0.00000
load 34 0.00000 -37024.890000 0.00000
load 44 0.00000 -37024.890000 0.00000
load 54 0.00000 -37024.890000 0.00000
load 64 0.00000 -37024.890000 0.00000
eleLoad -ele 211 221 231 241 251 213 223 233 243 253 -type -beamUniform -4.233600
eleLoad -ele 212 222 232 242 252 -type -beamUniform -4.233600
}
# Gravity-analysis: load-controlled static analysis
set Tol 1.0e-8; # convergence tolerance for testconstraints $constraintsTypeGravity ; # how it handles boundary conditions
numberer RCM; # renumber dofs to minimize band-width (optimization), if you want to
system BandGeneral ; # how to store and solve the system of equations in the analysis (large model: try UmfPack)
test NormDispIncr $Tol 6 ; # determine if convergence has been achieved at the end of an iteration step
algorithm Newton; # use Newtons solution algorithm: updates tangent stiffness at every iteration
set NstepGravity 10; # apply gravity in 10 steps
set DGravity [expr 1./$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 $NstepGravity; # apply gravity
loadConst -time 0.0
puts "Model Built"
# set up ground-motion-analysis parameters
set sec 60
set DtAnalysis [expr 0.01*$sec]; # time-step Dt for lateral analysis
set TmaxAnalysis [expr 10. *$sec]; # maximum duration of ground-motion analysis -- should be 50*$sec
set xDamp 0.03;
set MpropSwitch 1.0;
set KcurrSwitch 0.0;
set KcommSwitch 1.0;
set KinitSwitch 0.0;
set nEigenI 1;
set nEigenJ 3;
set lambdaN [eigen [expr $nEigenJ]];
set lambdaI [lindex $lambdaN [expr $nEigenI-1]];
set lambdaJ [lindex $lambdaN [expr $nEigenJ-1]];
set omegaI [expr pow($lambdaI,0.5)];
set omegaJ [expr pow($lambdaJ,0.5)];
set alphaM [expr $MpropSwitch*$xDamp*(2*$omegaI*$omegaJ)/($omegaI+$omegaJ)];
set betaKcurr [expr $KcurrSwitch*2.*$xDamp/($omegaI+$omegaJ)];
set betaKcomm [expr $KcommSwitch*2.*$xDamp/($omegaI+$omegaJ)];
set betaKinit [expr $KinitSwitch*2.*$xDamp/($omegaI+$omegaJ)];

[fmk]

you need more constraints, e.g. nodes 11 and 1111 .. there is the zerolength element for the moment conneectin, but the translational dof are not constrained to move together., in 1111 case you would need to fix 1111 1 1 0 .. yu have the problem all the way around your building .. nodes at base need a fix others need an equalDOF

[Sangwook]

Dear fmk

Thanks for your answering.
You mean I have to add more constraints to the all moment connections, e.g. fix 1111 1 1 0, fix 1112 1 1 0, fix 1211 1 1 0 and so on?
And should I delete an equalDOF of each floor?

+) When I perform the dynamic analysis, I always receive this message.
Can I ignore this?
------------------------------------------------------------------------------------------------------------------------------------
UmfpackGenLinSOE::setSize() : nnz: 2628 lvalue: 26280

Thanks & Regards.

[fmk]

you can ignore the message.

fix the nodes at the base, equalDOF the nodes up the building