progressive collapse in opensees

Forum for OpenSees users to post questions, comments, etc. on the use of the OpenSees interpreter, OpenSees.exe

Moderators: silvia, selimgunay, Moderators

yas
Posts: 49
Joined: Wed Mar 06, 2013 11:51 pm

Re: progressive collapse in opensees

Post by yas » Sun Oct 13, 2013 8:24 am

hi dear all
I,m removing vertical elements for analyzing in my model.but when I remove the top column and the nodes are connected to it ,OpenSees gives this error:
the Opensees has stopped working
the column nodes are not connected to other elements (my model Connections are Hinged)and this error only happens when I remove the top Column nodes.I think removing the Column at the op floor ,makes the beams at both sides of it unstable.Is there any solution for that?
I appreciate in advance

fmk
Site Admin
Posts: 5866
Joined: Fri Jun 11, 2004 2:33 pm
Location: UC Berkeley
Contact:

Re: progressive collapse in opensees

Post by fmk » Mon Oct 14, 2013 10:41 am

thats a bug and i need to see the script. could be a recorder problem.

yas
Posts: 49
Joined: Wed Mar 06, 2013 11:51 pm

Re: progressive collapse in opensees

Post by yas » Mon Oct 14, 2013 12:40 pm

thanks dear fmk
this is the script:

set filename "5story-3bay element 10" ;
set File1 "$filename/PeriodMode1.txt" ;
set File2 "$filename/PeriodMode2.txt" ;
set File3 "$filename/PeriodMode3.txt" ;
set File4 "$filename/PeriodMode4.txt" ;

file mkdir $filename ;
wipe all;
puts " "
puts " "

source Bsection.tcl;
source Wsection.tcl;

model basic -ndm 2 -ndf 3
set g 9.81

set Acolumn1 0.038
set Acolumn2 0.022
set Acolumn3 0.018
set Acolumn4 0.011

set ABeam1 0.00334
set ABeam2 0.00391
set ABeam3 0.00538
set ABeam4 0.00626
set ABeam5 0.00727

set ABrace1 0.0048
set ABrace2 0.0056
set ABrace3 0.00644
set ABrace4 0.00748

set Wsteel 78500

set g 9.81
set Rsteel [expr $Wsteel/$g]

set RemovedEle1 15
set RemovedEle2 112
set RemovedNode1 227
set RemovedNode2 33


set dt 0.01
set Factor 2

# Loads
set DL 650
set LL 200
set DLRoof 600
set LLRoof 150
set L1 5
set L2 2.1
set L3 0.8

#define GEOMETRY -----------------------------------
#nodal coordinates:


# define column nodal coordinates
node 1 0.0 0.0 0.0
node 2 5.0 0.0 0.0
node 3 10.0 0.0 0.0
node 4 15.0 0.0 0.0
node 5 20.0 0.0 0.0
node 6 25.0 0.0 0.0
node 7 0.0 3.2 0.0
node 8 5.0 3.2 0.0
node 9 10.0 3.2 0.0
node 10 15.0 3.2 0.0
node 11 20.0 3.2 0.0
node 12 25.0 3.2 0.0
node 13 0.0 6.4 0.0
node 14 5.0 6.4 0.0
node 15 10.0 6.4 0.0
node 16 15.0 6.4 0.0
node 17 20.0 6.4 0.0
node 18 25.0 6.4 0.0
node 19 0.0 9.6 0.0
node 20 5.0 9.6 0.0
node 21 10.0 9.6 0.0
node 22 15.0 9.6 0.0
node 23 20.0 9.6 0.0
node 24 25.0 9.6 0.0
node 25 0.0 12.8 0.0
node 26 5.0 12.8 0.0
node 27 10.0 12.8 0.0
node 28 15.0 12.8 0.0
node 29 20.0 12.8 0.0
node 30 25.0 12.8 0.0
node 31 0.0 16.0 0.0
node 32 5.0 16.0 0.0
node 33 10.0 16.0 0.0
node 34 15.0 16.0 0.0
node 35 20.0 16.0 0.0
node 36 25.0 16.0 0.0
# define Beam nodal coordinates
node 37 0.0 3.2 0.0
node 38 5.0 3.2 0.0
#node 338 5.0 3.2 0.0
node 39 10.0 3.2 0.0
#node 339 10.0 3.2 0.0
node 40 15.0 3.2 0.0
#node 440 15.0 3.2 0.0
node 41 20.0 3.2 0.0
#node 441 20.0 3.2 0.0
node 42 25.0 3.2 0.0
node 43 0.0 6.4 0.0
node 44 5.0 6.4 0.0
#node 444 5.0 6.4 0.0
node 45 10.0 6.4 0.0
#node 445 10.0 6.4 0.0
node 46 15.0 6.4 0.0
#node 446 15.0 6.4 0.0
node 47 20.0 6.4 0.0
#node 447 20.0 6.4 0.0
node 48 25.0 6.4 0.0
node 49 0.0 9.6 0.0
node 50 5.0 9.6 0.0
#node 550 5.0 9.6 0.0
node 51 10.0 9.6 0.0
#node 551 10.0 9.6 0.0
node 52 15.0 9.6 0.0
#node 552 15.0 9.6 0.0
node 53 20.0 9.6 0.0
#node 553 20.0 9.6 0.0
node 54 25.0 9.6 0.0
node 55 0.0 12.8 0.0
node 56 5.0 12.8 0.0
#node 556 5.0 12.8 0.0
node 57 10.0 12.8 0.0
#node 557 10.0 12.8 0.0
node 58 15.0 12.8 0.0
#node 558 15.0 12.8 0.0
node 59 20.0 12.8 0.0
#node 559 20.0 12.8 0.0
node 60 25.0 12.8 0.0
node 61 0.0 16.0 0.0
node 62 5.0 16.0 0.0
#node 662 5.0 16.0 0.0
node 63 10.0 16.0 0.0
#node 663 10.0 16.0 0.0
node 64 15.0 16.0 0.0
#node 664 15.0 16.0 0.0
node 65 20.0 16.0 0.0
#node 665 20.0 16.0 0.0
node 66 25.0 16.0 0.0
node 67 2.1 3.2 0.0
node 68 2.9 3.2 0.0
node 69 12.1 3.2 0.0
node 70 12.9 3.2 0.0
node 71 22.1 3.2 0.0
node 72 22.9 3.2 0.0
node 73 2.1 6.4 0.0
node 74 2.9 6.4 0.0
node 75 12.1 6.4 0.0
node 76 12.9 6.4 0.0
node 77 22.1 6.4 0.0
node 78 22.9 6.4 0.0
node 79 2.1 9.6 0.0
node 80 2.9 9.6 0.0
node 81 12.1 9.6 0.0
node 82 12.9 9.6 0.0
node 83 22.1 9.6 0.0
node 84 22.9 9.6 0.0
node 85 2.1 12.8 0.0
node 86 2.9 12.8 0.0
node 87 12.1 12.8 0.0
node 88 12.9 12.8 0.0
node 89 22.1 12.8 0.0
node 90 22.9 12.8 0.0
node 91 2.1 16 0.0
node 92 2.9 16 0.0
node 93 12.1 16 0.0
node 94 12.9 16 0.0
node 95 22.1 16 0.0
node 96 22.9 16 0.0
# define Brace nodal coordinates
#node 1111 0.0 0.0 0.0
#node 2222 5.0 0.0 0.0
#node 3333 10.0 0.0 0.0
#node 4444 15.0 0.0 0.0
#node 5555 20.0 0.0 0.0
#node 6666 25.0 0.0 0.0
node 7777 0.0 3.2 0.0
node 8888 5.0 3.2 0.0
node 99 10.0 3.2 0.0
node 110 15.0 3.2 0.0
node 111 20.0 3.2 0.0
node 112 25.0 3.2 0.0
node 113 0.0 6.4 0.0
node 114 5.0 6.4 0.0
node 115 10.0 6.4 0.0
node 116 15.0 6.4 0.0
node 117 20.0 6.4 0.0
node 118 25.0 6.4 0.0
node 119 0.0 9.6 0.0
node 220 5.0 9.6 0.0
node 221 10.0 9.6 0.0
node 222 15.0 9.6 0.0
node 223 20.0 9.6 0.0
node 224 25.0 9.6 0.0
node 225 0.0 12.8 0.0
node 226 5.0 12.8 0.0
node 227 10.0 12.8 0.0
node 228 15.0 12.8 0.0
node 229 20.0 12.8 0.0
node 330 25.0 12.8 0.0
#node 667 2.1 3.2 0.0
#node 668 2.9 3.2 0.0
#node 669 12.1 3.2 0.0
#node 770 12.9 3.2 0.0
#node 771 22.1 3.2 0.0
#node 772 22.9 3.2 0.0
#node 773 2.1 6.4 0.0
#node 774 2.9 6.4 0.0
#node 775 12.1 6.4 0.0
#node 776 12.9 6.4 0.0
#node 777 22.1 6.4 0.0
#node 778 22.9 6.4 0.0
#node 779 2.1 9.6 0.0
#node 880 2.9 9.6 0.0
#node 881 12.1 9.6 0.0
#node 882 12.9 9.6 0.0
#node 883 22.1 9.6 0.0
#node 884 22.9 9.6 0.0
#node 885 2.1 12.8 0.0
#node 886 2.9 12.8 0.0
#node 887 12.1 12.8 0.0
#node 888 12.9 12.8 0.0
#node 889 22.1 12.8 0.0
#node 990 22.9 12.8 0.0
#node 991 2.1 16.0 0.0
#node 992 2.9 16.0 0.0
#node 993 12.1 16.0 0.0
#node 994 12.9 16.0 0.0
#node 995 22.1 16.0 0.0
#node 996 22.9 16.0 0.0
puts "end of define nodes"

equalDOF 7 37 1 2
equalDOF 7 7777 1 2
equalDOF 8 38 1 2
equalDOF 8 8888 1 2
#equalDOF 8 338 1 2
equalDOF 9 39 1 2
equalDOF 9 99 1 2
#equalDOF 9 339 1 2
equalDOF 10 110 1 2
equalDOF 10 40 1 2
#equalDOF 10 440 1 2
equalDOF 11 111 1 2
equalDOF 11 41 1 2
#equalDOF 11 441 1 2
equalDOF 12 112 1 2
equalDOF 12 42 1 2
equalDOF 13 43 1 2
equalDOF 13 113 1 2
equalDOF 14 114 1 2
equalDOF 14 44 1 2
#equalDOF 14 444 1 2
equalDOF 15 45 1 2
#equalDOF 15 445 1 2
equalDOF 15 115 1 2
equalDOF 16 46 1 2
#equalDOF 16 446 1 2
equalDOF 16 116 1 2
equalDOF 17 117 1 2
equalDOF 17 47 1 2
#equalDOF 17 447 1 2
equalDOF 18 48 1 2
equalDOF 18 118 1 2
equalDOF 19 119 1 2
equalDOF 19 49 1 2
equalDOF 20 50 1 2
#equalDOF 20 550 1 2
equalDOF 20 220 1 2
equalDOF 21 51 1 2
#equalDOF 21 551 1 2
equalDOF 21 221 1 2
equalDOF 22 222 1 2
equalDOF 22 52 1 2
#equalDOF 22 552 1 2
equalDOF 23 53 1 2
#equalDOF 23 553 1 2
equalDOF 23 223 1 2
equalDOF 24 224 1 2
equalDOF 24 54 1 2
equalDOF 25 55 1 2
equalDOF 25 225 1 2
equalDOF 26 56 1 2
#equalDOF 26 556 1 2
equalDOF 26 226 1 2
equalDOF 27 227 1 2
equalDOF 27 57 1 2
#equalDOF 27 557 1 2
equalDOF 28 58 1 2
#equalDOF 28 558 1 2
equalDOF 28 228 1 2
equalDOF 29 229 1 2
equalDOF 29 59 1 2
#equalDOF 29 559 1 2
equalDOF 30 60 1 2
equalDOF 30 330 1 2
equalDOF 31 61 1 2
equalDOF 32 62 1 2
#equalDOF 32 662 1 2
equalDOF 33 63 1 2
#equalDOF 33 663 1 2
equalDOF 34 64 1 2
#equalDOF 34 664 1 2
equalDOF 35 65 1 2
#equalDOF 35 665 1 2
equalDOF 36 66 1 2
#
puts "end of define equalDOF"

# Single point constraints -- Boundary Conditions
fix 1 1 1 1
fix 2 1 1 1
fix 3 1 1 1
fix 4 1 1 1
fix 5 1 1 1
fix 6 1 1 1
#fix 1111 1 1 1
#fix 2222 1 1 1
#fix 3333 1 1 1
#fix 4444 1 1 1
#fix 5555 1 1 1
#fix 6666 1 1 1

puts "end of define fix"



# define MATERIAL ---------------------------------------------------
#uniaxialMaterial Steel02 $matTag $Fy $E $b $R0 $cR1 $cR2 $a1 $a2 $a3 $a4
uniaxialMaterial Steel02 2 240E6 2.0e11 0.02 18.0 0.925 0.15 0 1 0 1 ;

puts "end of define uniaxialMaterial"




######################## SECTIONS ################################
##COLS(35x35x30-30x30x20-25x25x20-20x20x15)



Bsection 1 2 0.35 0.03 8 3
Bsection 2 2 0.3 0.02 8 3
Bsection 3 2 0.25 0.02 8 3
Bsection 4 2 0.2 0.015 8 3

##BEAMS(IPE 22-24-30-33-36)
Wsection 5 2 0.22 0.0059 0.11 0.0092 8 3 8 3
Wsection 6 2 0.24 0.0062 0.12 0.0098 8 3 8 3
Wsection 7 2 0.3 0.0071 0.15 0.0107 8 3 8 3
Wsection 8 2 0.33 0.0075 0.16 0.0115 8 3 8 3
Wsection 9 2 0.36 0.008 0.17 0.0127 8 3 8 3


###BRACES(2UNP 160-180-200-220)

section Fiber 10 { ;
patch quad 2 8 3 -0.07 0.0695 -0.005 0.0695 -0.005 0.08 -0.07 0.08
patch quad 2 3 8 -0.07 -0.0695 -0.0625 -0.0695 -0.0625 0.0695 -0.07 0.0695
patch quad 2 8 3 -0.07 -0.08 -0.005 -0.08 -0.005 -0.0695 -0.07 -0.0695
patch quad 2 8 3 0.005 0.0695 0.07 0.0695 0.07 0.08 0.005 0.08
patch quad 2 3 8 0.0625 -0.0695 0.07 -0.0695 0.07 0.0695 0.0625 0.0695
patch quad 2 8 3 0.005 -0.08 0.07 -0.08 0.07 -0.0695 0.005 -0.0695 } ;

section Fiber 11 { ;
patch quad 2 8 3 -0.075 0.079 -0.005 0.079 -0.005 0.09 -0.075 0.09
patch quad 2 3 8 -0.075 -0.079 -0.067 -0.079 -0.067 0.079 -0.075 0.079
patch quad 2 8 3 -0.075 -0.09 -0.005 -0.09 -0.005 -0.079 -0.075 -0.079
patch quad 2 8 3 0.005 0.079 0.075 0.079 0.075 0.09 0.005 0.09
patch quad 2 3 8 0.067 -0.079 0.075 -0.079 0.075 0.079 0.067 0.079
patch quad 2 8 3 0.005 -0.09 0.075 -0.09 0.075 -0.079 0.005 -0.079 } ;

section Fiber 12 { ;
patch quad 2 8 3 -0.08 0.0885 -0.005 0.0885 -0.005 0.1 -0.08 0.1
patch quad 2 3 8 -0.08 -0.0885 -0.0715 -0.0885 -0.0715 0.0885 -0.08 0.0885
patch quad 2 8 3 -0.08 -0.1 -0.005 -0.1 -0.005 -0.0885 -0.08 -0.0885
patch quad 2 8 3 0.005 0.0885 0.08 0.0885 0.08 0.1 0.005 0.1
patch quad 2 3 8 0.0715 -0.0885 0.08 -0.0885 0.08 0.0885 0.0715 0.0885
patch quad 2 8 3 0.005 -0.1 0.08 -0.1 0.08 -0.0885 0.005 -0.0885 } ;

section Fiber 13 { ;
patch quad 2 8 3 -0.085 0.0975 -0.005 0.0975 -0.005 0.11 -0.085 0.11
patch quad 2 3 8 -0.085 -0.0975 -0.076 -0.0975 -0.076 0.0975 -0.085 0.0975
patch quad 2 8 3 -0.085 -0.11 -0.005 -0.11 -0.005 -0.0975 -0.085 -0.0975
patch quad 2 8 3 0.005 0.0975 0.085 0.0975 0.085 0.11 0.005 0.11
patch quad 2 3 8 0.076 -0.0975 0.085 -0.0975 0.085 0.0975 0.076 0.0975
patch quad 2 8 3 0.005 -0.11 0.085 -0.11 0.085 -0.0975 0.005 -0.0975 } ;

geomTransf PDelta 1
geomTransf Linear 2
geomTransf Corotational 3

puts "end of geam Trans"

#------- Define Columns -------
set Mcolumn1 [expr $Acolumn1*$Rsteel]

set Mcolumn2 [expr $Acolumn2*$Rsteel]

set Mcolumn3 [expr $Acolumn3*$Rsteel]

set Mcolumn4 [expr $Acolumn4*$Rsteel]

# Element "cloumns ": eleTag NodeI NodeJ NIP secTag geoTranTag
element dispBeamColumn 1 1 7 5 1 1 -mass $Mcolumn1;
element dispBeamColumn 2 7 13 5 1 1 -mass $Mcolumn1;
element dispBeamColumn 3 13 19 5 1 1 -mass $Mcolumn1;
element dispBeamColumn 4 19 25 5 2 1 -mass $Mcolumn2;
element dispBeamColumn 5 25 31 5 2 1 -mass $Mcolumn2;
element dispBeamColumn 6 2 8 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 7 8 14 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 8 14 20 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 9 20 26 5 4 1 -mass $Mcolumn4;
element dispBeamColumn 10 26 32 5 4 1 -mass $Mcolumn4;
element dispBeamColumn 11 3 9 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 12 9 15 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 13 15 21 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 14 21 27 5 4 1 -mass $Mcolumn4;
element dispBeamColumn 15 27 33 5 4 1 -mass $Mcolumn4;
element dispBeamColumn 16 4 10 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 17 10 16 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 18 16 22 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 19 22 28 5 4 1 -mass $Mcolumn4;
element dispBeamColumn 20 28 34 5 4 1 -mass $Mcolumn4;
element dispBeamColumn 21 5 11 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 22 11 17 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 23 17 23 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 24 23 29 5 4 1 -mass $Mcolumn4;
element dispBeamColumn 25 29 35 5 4 1 -mass $Mcolumn4;
element dispBeamColumn 26 6 12 5 2 1 -mass $Mcolumn2;
element dispBeamColumn 27 12 18 5 2 1 -mass $Mcolumn2;
element dispBeamColumn 28 18 24 5 2 1 -mass $Mcolumn2;
element dispBeamColumn 29 24 30 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 30 30 36 5 3 1 -mass $Mcolumn3;
puts "end of element column "


#----------- Define Beams ------------
set Mass1 [expr ($DL+(0.25*$LL))*$L1/2]
set Mass2 [expr ($DL+(0.25*$LL))*$L1/2]
set Mass3 [expr ($DL+(0.25*$LL))*$L1/2]
set MassRoof1 [expr ($DLRoof+(0.25*$LLRoof))*$L1/2]
set MassRoof2 [expr ($DLRoof+(0.25*$LLRoof))*$L1/2]
set MassRoof3 [expr ($DLRoof+(0.25*$LLRoof))*$L1/2]



set MBeam5 [expr $ABeam5*$Rsteel]
set MassStory11 [expr $MBeam5+$Mass1]

set MBeam5 [expr $ABeam5*$Rsteel]
set MassStory12 [expr $MBeam5+$Mass2]

set MBeam5 [expr $ABeam5*$Rsteel]
set MassStory13 [expr $MBeam5+$Mass3]

set MBeam5 [expr $ABeam5*$Rsteel]
set MassStory21 [expr $MBeam5+$Mass1]

set MBeam3 [expr $ABeam3*$Rsteel]
set MassStory22 [expr $MBeam3+$Mass2]

set MBeam3 [expr $ABeam3*$Rsteel]
set MassStory23 [expr $MBeam3+$Mass3]

set MBeam5 [expr $ABeam5*$Rsteel]
set MassStory31 [expr $MBeam5+$Mass1]

set MBeam3 [expr $ABeam3*$Rsteel]
set MassStory32 [expr $MBeam3+$Mass2]

set MBeam3 [expr $ABeam3*$Rsteel]
set MassStory33 [expr $MBeam3+$Mass3]

set MBeam4 [expr $ABeam4*$Rsteel]
set MassStory41 [expr $MBeam4+$Mass1]

set MBeam2 [expr $ABeam2*$Rsteel]
set MassStory42 [expr $MBeam2+$Mass2]

set MBeam2 [expr $ABeam2*$Rsteel]
set MassStory43 [expr $MBeam2+$Mass3]

set MBeam3 [expr $ABeam3*$Rsteel]
set MassRoof1 [expr $MBeam3+$MassRoof1]

set MBeam1 [expr $ABeam1*$Rsteel]
set MassRoof2 [expr $MBeam1+$MassRoof2]

set MBeam1 [expr $ABeam1*$Rsteel]
set MassRoof3 [expr $MBeam1+$MassRoof3]

# Element "beams ": eleTag NodeI NodeJ NIP secTag geoTranTag
element dispBeamColumn 31 37 67 5 9 2 -mass $MassStory12;
element dispBeamColumn 32 67 68 5 9 2 -mass $MassStory13;
element dispBeamColumn 33 68 38 5 9 2 -mass $MassStory12;
element dispBeamColumn 34 38 39 5 9 2 -mass $MassStory11;
element dispBeamColumn 35 39 69 5 9 2 -mass $MassStory12;
element dispBeamColumn 36 69 70 5 9 2 -mass $MassStory13;
element dispBeamColumn 37 70 40 5 9 2 -mass $MassStory12;
element dispBeamColumn 38 40 41 5 9 2 -mass $MassStory11;
element dispBeamColumn 39 41 71 5 9 2 -mass $MassStory12;
element dispBeamColumn 40 71 72 5 9 2 -mass $MassStory13;
element dispBeamColumn 41 72 42 5 9 2 -mass $MassStory12;
element dispBeamColumn 42 43 73 5 7 2 -mass $MassStory22;
element dispBeamColumn 43 73 74 5 7 2 -mass $MassStory23;
element dispBeamColumn 44 74 44 5 7 2 -mass $MassStory22;
element dispBeamColumn 45 44 45 5 9 2 -mass $MassStory21;
element dispBeamColumn 46 45 75 5 7 2 -mass $MassStory22;
element dispBeamColumn 47 75 76 5 7 2 -mass $MassStory23;
element dispBeamColumn 48 76 46 5 7 2 -mass $MassStory22;
element dispBeamColumn 49 46 47 5 9 2 -mass $MassStory21;
element dispBeamColumn 50 47 77 5 7 2 -mass $MassStory22;
element dispBeamColumn 51 77 78 5 7 2 -mass $MassStory23;
element dispBeamColumn 52 78 48 5 7 2 -mass $MassStory22;
element dispBeamColumn 53 49 79 5 7 2 -mass $MassStory32;
element dispBeamColumn 54 79 80 5 7 2 -mass $MassStory33;
element dispBeamColumn 55 80 50 5 7 2 -mass $MassStory32;
element dispBeamColumn 56 50 51 5 9 2 -mass $MassStory31;
element dispBeamColumn 57 51 81 5 7 2 -mass $MassStory32;
element dispBeamColumn 58 81 82 5 7 2 -mass $MassStory33;
element dispBeamColumn 59 82 52 5 7 2 -mass $MassStory32;
element dispBeamColumn 60 52 53 5 9 2 -mass $MassStory31;
element dispBeamColumn 61 53 83 5 7 2 -mass $MassStory32;
element dispBeamColumn 62 83 84 5 7 2 -mass $MassStory33;
element dispBeamColumn 63 84 54 5 7 2 -mass $MassStory32;
element dispBeamColumn 64 55 85 5 6 2 -mass $MassStory42;
element dispBeamColumn 65 85 86 5 6 2 -mass $MassStory43;
element dispBeamColumn 66 86 56 5 6 2 -mass $MassStory42;
element dispBeamColumn 67 56 57 5 8 2 -mass $MassStory41;
element dispBeamColumn 68 57 87 5 6 2 -mass $MassStory42;
element dispBeamColumn 69 87 88 5 6 2 -mass $MassStory43;
element dispBeamColumn 70 88 58 5 6 2 -mass $MassStory42;
element dispBeamColumn 71 58 59 5 8 2 -mass $MassStory41;
element dispBeamColumn 72 59 89 5 6 2 -mass $MassStory42;
element dispBeamColumn 73 89 90 5 6 2 -mass $MassStory43;
element dispBeamColumn 74 90 60 5 6 2 -mass $MassStory42;
element dispBeamColumn 75 61 91 5 5 2 -mass $MassRoof2;
element dispBeamColumn 76 91 92 5 5 2 -mass $MassRoof3;
element dispBeamColumn 77 92 62 5 5 2 -mass $MassRoof2;
element dispBeamColumn 78 62 63 5 7 2 -mass $MassRoof1;
element dispBeamColumn 79 63 93 5 5 2 -mass $MassRoof2;
element dispBeamColumn 80 93 94 5 5 2 -mass $MassRoof3;
element dispBeamColumn 81 94 64 5 5 2 -mass $MassRoof2;
element dispBeamColumn 82 64 65 5 7 2 -mass $MassRoof1;
element dispBeamColumn 83 65 95 5 5 2 -mass $MassRoof2;
element dispBeamColumn 84 95 96 5 5 2 -mass $MassRoof3;
element dispBeamColumn 85 96 66 5 5 2 -mass $MassRoof2;
puts "end of element beam"

#----------- Define Braces ------------
set MBrace1 [expr $ABrace1*$Rsteel]
set MBrace2 [expr $ABrace2*$Rsteel]
set MBrace3 [expr $ABrace3*$Rsteel]
set MBrace4 [expr $ABrace4*$Rsteel]

# Element "brace ": eleTag NodeI NodeJ NIP secTag geoTranTag
element dispBeamColumn 86 1 67 5 13 3 -mass $MBrace4;
element dispBeamColumn 87 2 68 5 13 3 -mass $MBrace4;
element dispBeamColumn 88 3 69 5 13 3 -mass $MBrace4;
element dispBeamColumn 89 4 70 5 13 3 -mass $MBrace4;
element dispBeamColumn 90 5 71 5 13 3 -mass $MBrace4;
element dispBeamColumn 91 6 72 5 13 3 -mass $MBrace4;
element dispBeamColumn 92 7777 73 5 13 3 -mass $MBrace4;
element dispBeamColumn 93 8888 74 5 13 3 -mass $MBrace4;
element dispBeamColumn 94 99 75 5 13 3 -mass $MBrace4;
element dispBeamColumn 95 110 76 5 13 3 -mass $MBrace4;
element dispBeamColumn 96 111 77 5 13 3 -mass $MBrace4;
element dispBeamColumn 97 112 78 5 13 3 -mass $MBrace4;
element dispBeamColumn 98 113 79 5 13 3 -mass $MBrace4;
element dispBeamColumn 99 114 80 5 13 3 -mass $MBrace4;
element dispBeamColumn 100 115 81 5 13 3 -mass $MBrace4;
element dispBeamColumn 101 116 82 5 13 3 -mass $MBrace4;
element dispBeamColumn 102 117 83 5 13 3 -mass $MBrace4;
element dispBeamColumn 103 118 84 5 13 3 -mass $MBrace4;
element dispBeamColumn 104 119 85 5 11 3 -mass $MBrace2;
element dispBeamColumn 105 220 86 5 11 3 -mass $MBrace2;
element dispBeamColumn 106 221 87 5 11 3 -mass $MBrace2;
element dispBeamColumn 107 222 88 5 11 3 -mass $MBrace2;
element dispBeamColumn 108 223 89 5 11 3 -mass $MBrace2;
element dispBeamColumn 109 224 90 5 11 3 -mass $MBrace2;
element dispBeamColumn 110 225 91 5 10 3 -mass $MBrace1;
element dispBeamColumn 111 226 92 5 10 3 -mass $MBrace1;
element dispBeamColumn 112 227 93 5 10 3 -mass $MBrace1;
element dispBeamColumn 113 228 94 5 10 3 -mass $MBrace1;
element dispBeamColumn 114 229 95 5 10 3 -mass $MBrace1;
element dispBeamColumn 115 330 96 5 10 3 -mass $MBrace1;
puts "end of element brace"


recorder display shape 400 10 600 600 -wipe
vup 0 1 0
vpn 0 0 1
prp 0 0 500
vrp 15.0 5.0 0.0
viewWindow -20.0 20.0 -20.0 20.0
display 1 2 150


#-------- Define Loads ---------

set WzFloor1 -[expr ($DL+$LL)*$g*$L1]
set WzFloor2 -[expr ($DL+$LL)*$g*$L2]
set WzFloor3 -[expr ($DL+$LL)*$g*$L3]
set WzRoof1 -[expr ($DLRoof+$LLRoof)*$g*$L1]
set WzRoof2 -[expr ($DLRoof+$LLRoof)*$g*$L2]
set WzRoof3 -[expr ($DLRoof+$LLRoof)*$g*$L3]

#set Gload "Series -dt .01 -filePath Vl.txt"
pattern Plain 1 "Linear -factor 0.2" {

eleLoad -ele 34 38 45 49 56 60 67 71 -type -beamUniform $WzFloor1
eleLoad -ele 31 33 35 37 39 41 42 44 46 48 50 52 53 55 57 59 61 63 64 66 68 70 72 74 -type -beamUniform $WzFloor2
eleLoad -ele 32 36 40 43 47 51 54 58 62 65 69 73 -type -beamUniform $WzFloor3
eleLoad -ele 78 82 -type -beamUniform $WzRoof1
eleLoad -ele 75 77 79 81 83 85 -type -beamUniform $WzRoof2
eleLoad -ele 76 80 84 -type -beamUniform $WzRoof3

}

recorder Element -file ColD5.txt -time -ele 20 globalForce
recorder Element -file BrD5.txt -time -ele 113 globalForce


source Period_Ferequency.tcl
Period_Ferequency 3


puts " "
puts " "
puts "*********************************************************"
puts "*************** Model Built Succesfully **************"
puts "*********************************************************"
puts " "
puts " "


constraints Transformation ;
numberer RCM ;
system SparseGeneral ;
test EnergyIncr 1e-7 25 ;
algorithm ModifiedNewton ;
integrator LoadControl .01 ;
analysis Static ;
analyze 500 ;

puts "*************** Static analysis 1 Built Succesfully **************"

pattern Plain 2 "Rectangular 5 7 -factor 1 " {

eleLoad -ele 34 38 45 49 56 60 67 71 -type -beamUniform $WzFloor1
eleLoad -ele 31 33 35 37 39 41 42 44 46 48 50 52 53 55 57 59 61 63 64 66 68 70 72 74 -type -beamUniform $WzFloor2
eleLoad -ele 32 36 40 43 47 51 54 58 62 65 69 73 -type -beamUniform $WzFloor3
eleLoad -ele 78 82 -type -beamUniform $WzRoof1
eleLoad -ele 75 77 79 81 83 85 -type -beamUniform $WzRoof2
eleLoad -ele 76 80 84 -type -beamUniform $WzRoof3


}
loadConst ;
constraints Transformation ;
numberer RCM ;
system SparseGeneral ;
test EnergyIncr 1e-7 25 ;
algorithm ModifiedNewton ;
integrator LoadControl .01 ;
analysis Static ;
analyze 200 ;

puts "*************** Static analysis 2 Built Succesfully **************"

set accelSeries "Series -dt $dt -filePath Elcentro-180_PGA=0.313g-dt0-01-pnt4000.txt -factor [expr $Factor*9.81]"
pattern UniformExcitation 3 1 -accel $accelSeries


set Damping 0.05 ;
set NEQ 4000 ;
set dtEQ 0.01 ;
set ndtEQ 1 ;

set pi 3.141592654 ;

set dtanalysis [expr $dtEQ/$ndtEQ] ;
set Nanalysis [expr $NEQ*$ndtEQ] ;
###############################################################################
set xDamp $Damping ; #
set nEigenI 1 ; #
set nEigenJ 3 ; #
###############################################################################
set MpropSwitch 1 ; #
set KcurrSwitch 0 ; # Assign damping to model # #
set KcommSwitch 1 ; #
set KinitSwitch 0 ; #
#
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 $KcurrSwitch*2.0*$xDamp/($omegaI+$omegaJ)] ; #
set betaKinit [expr $KinitSwitch*2.0*$xDamp/($omegaI+$omegaJ)] ; #
set betaKcomm [expr $KcommSwitch*2.0*$xDamp/($omegaI+$omegaJ)] ; #
#
rayleigh $alphaM $betaKcurr $betaKinit $betaKcomm ; #
###############################################################################
puts "$alphaM" ;
puts "$betaKcomm" ;
###############################################################################
set tFinal [expr $Nanalysis*$dtanalysis] ; #
set tCurrent [getTime] ; #
set Res 0 ; #
set FileID1 [open $File1 w] ; #
set FileID2 [open $File2 w] ; #
set FileID3 [open $File3 w] ; #
set FileID4 [open $File4 w] ; #
###############################################################################
while {$tCurrent < $tFinal && $Res==0} { ; #
###############################################################################



remove element $RemovedEle1
remove element $RemovedEle2
remove node $RemovedNode1
remove node $RemovedNode2
## remove Node $RemovedNode3



wipeAnalysis ; #
constraints Transformation ; #
numberer RCM ; #
system SparseGeneral ; #
#
test EnergyIncr 1e-7 25 1 ; #
#
set Nmode 4 ; #
set Landa [eigen $Nmode] ; #
#
set T1 [expr 2.0*$pi/pow([lindex $Landa 0],0.5)] ; #
puts $FileID1 $T1 ; #
#
set T2 [expr 2.0*$pi/pow([lindex $Landa 1],0.5)] ; #
puts $FileID2 $T2 ; #
#
set T3 [expr 2.0*$pi/pow([lindex $Landa 2],0.5)] ; #
puts $FileID3 $T3 ; #
#
set T4 [expr 2.0*$pi/pow([lindex $Landa 3],0.5)] ; #
puts $FileID4 $T4 ; #
#
algorithm KrylovNewton ; #
integrator Newmark 0.5 0.25 ; #
analysis Transient ; #
set Res [analyze 1 $dtanalysis] ; #
#
set tCurrent [getTime] ; #
puts "t = $tCurrent sec" ; #
#
if {$Res != 0} { ; #
set Res [analyze 1 [expr $dt*0.1]] ; #
#
set tCurrent [getTime] ; #
puts "t = $tCurrent sec" ; #
#
} ; #
#
###############################################################################
} ; #
close $FileID1 ; #
close $FileID2 ; #
close $FileID3 ; #
close $FileID4 ; #
###############################################################################

if {$Res == 0} { ;

puts " " ;
puts "+++++++ DYNAMIC ANALYSIS PERFORMED - End Time: [getTime] sec +++++++" ;

} else { ;

puts " " ;
puts "+++++++++ DYNAMIC ANALYSIS FAILED - End Time: [getTime] sec ++++++++" ;

leyleeasghari
Posts: 2
Joined: Wed Nov 07, 2012 9:02 am
Location: Kharazmi University, Tehran

Re: progressive collapse in opensees

Post by leyleeasghari » Tue Nov 12, 2013 7:51 pm

hi dear all
I'm modeling progressive collapse due to vertical member removal in 2D steel frames. I introduce sections, materials, equalDOFs & elements of the frame then I apply the vertical loads (DL+0.25LL: increasing linearly in 5 seconds & remain constant 2 seconds to avoid dynamic effects) & run the static analysis, after that I remove a vertical element and again analyze the model. the problem is: the static analysis records for removed element before removal are all zero, and after removal, the upper node responses ,which should be periodic, are all constants. that's non sense can anybody help me with this?

brag006
Posts: 173
Joined: Wed Feb 15, 2012 1:26 pm
Location: University of Auckland

Re: progressive collapse in opensees

Post by brag006 » Tue Nov 12, 2013 9:40 pm

Try a small example. Make sure you understand what is happening then do a full frame.

leyleeasghari
Posts: 2
Joined: Wed Nov 07, 2012 9:02 am
Location: Kharazmi University, Tehran

Re: progressive collapse in opensees

Post by leyleeasghari » Fri Nov 15, 2013 11:20 am

dear brag006
thanks for your attention.I did so.
I have 3 steel frame models 5,7 & 9story. for 5story model, resposes are periodic though have slight amplitude. but for 7 & 9story I came across this error: "opensees stop working". for 5story model when I chenged geomTransf from Corotational to Pdelta & Linear, the error vanished, but for the others still have this error despite trying that option. I don't know what should I do.

xiell
Posts: 15
Joined: Thu Nov 14, 2013 6:22 pm
Location: Tsinghua University

Re: progressive collapse in opensees

Post by xiell » Sat Nov 16, 2013 10:02 pm

Hi, everyone. I have also done some research on progressive collapse based on OpenSees recently.
Firstly, for the model based on fiber element, you can use Steel02 and fatigue at the same time, because fatigue material does't change the stress-strain relationship of any material, just when the damage level comes to 1.0, the stress of the material wraped by fatigue material (such as Steel02) will reduce to zero.
Secondly, Frank, would you like to give me some advices, I'm going to do remove process of shear walls on the material constitutive law level. As you know, we have not developed corresponding recorder for new material or element yet, which is really essential for our research. But we have figured out some key parameters what we should keep on monitoring during analysis, so we want to know if there is any issue that iwe should pay attention to when we develope the corresponding recorder.
Thank you!

yas
Posts: 49
Joined: Wed Mar 06, 2013 11:51 pm

Re: progressive collapse in opensees

Post by yas » Mon Nov 25, 2013 12:42 am

hello everybody
my case study is progressive collapse and the forces were increased linearly for five seconds until they
reached their full amounts, kept unchanged for two seconds until the system reached stable condition In my model but I have a problem in the part that I should increase loads linearly for 5 seconds .I used timeSeries Linear order for that but I don't know what should I do for the factor of that to reach their full moments?
would you please give some advices about that ?
thanks in advance

mahktin
Posts: 2
Joined: Thu Jan 30, 2014 6:21 am

Re: progressive collapse in opensees

Post by mahktin » Thu Jan 30, 2014 6:32 am

hi
I am working on progressive collapse analysis of MRF.
For removing column at first story I use remove element command, should I use remove node command for support node?

fmk
Site Admin
Posts: 5866
Joined: Fri Jun 11, 2004 2:33 pm
Location: UC Berkeley
Contact:

Re: progressive collapse in opensees

Post by fmk » Thu Jan 30, 2014 10:11 am

xiell:
if creating new recorders, and you are going to be removing elements .. you might keep a handle on the domain, check if it has changed before a record. if it has changedd go through and rest the element pointers in case an element is no longer there (you will get a seg faut if you try and getResponse() from an element that has been removed).

mahktin:
you only need to remove it if it is not totally fixed. if not totally fixed, it will result in some free body modes that will cause the solver and thus algorithm and finally analysis to fail.

mahktin
Posts: 2
Joined: Thu Jan 30, 2014 6:21 am

Re: progressive collapse in opensees

Post by mahktin » Thu Jan 30, 2014 11:27 pm

thanks for your helping.
Im removing column and its node in first floor. Im using remove sp $ nodeTag $dof command but my algorithm failed and stop at first step.
would you please give some advices about that?

fmk
Site Admin
Posts: 5866
Joined: Fri Jun 11, 2004 2:33 pm
Location: UC Berkeley
Contact:

Re: progressive collapse in opensees

Post by fmk » Fri Jan 31, 2014 9:35 am

instead of removing the node, you could simply fix all the dof by issuing another fix command. this saves you the trouble of removing the node and the sp constraints.

if it still fails in means the model has become unstable as a result or it cannot get into equilibrium with the unbalanced forces caused by the loss of the resisting forces that the column was providing and which now must be taken up by the rest of the model, particularly those elements framing into the nodes where the element was.

liaopengzhan
Posts: 6
Joined: Wed Dec 04, 2013 3:00 am
Location: USTS

Re: progressive collapse in opensees

Post by liaopengzhan » Wed Mar 05, 2014 10:51 pm

hi , I can not run the script above successfully,can you give the script about Bsection.tcl in your code ?

Post Reply