Time History Analysis

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

Moderators: silvia, selimgunay, Moderators

Mohammadf
Posts: 144
Joined: Wed Dec 15, 2010 10:58 am

Time History Analysis

Post by Mohammadf » Fri Nov 30, 2012 3:38 am

Hi Dear all
Is that possible to have rotational component of earthquake in Time History analysis? It means that Is that possible to use DOF 4 5 6 for pattern UniformExcitation $tag $DOF, to have rotational component of earthquake in our analyse?
Best

vesna
Posts: 3033
Joined: Tue May 23, 2006 11:23 am
Location: UC Berkeley

Re: Time History Analysis

Post by vesna » Fri Nov 30, 2012 9:40 am

You can do it using multi-support excitation loasd pattern.

Mohammadf
Posts: 144
Joined: Wed Dec 15, 2010 10:58 am

Re: Time History Analysis

Post by Mohammadf » Fri Nov 30, 2012 9:51 am

Thanks for your attention dear vesna
it means that DOFs 4 5 and 6 do not work in Uniform Excitation? and we have to use multi-support type?

best

vesna
Posts: 3033
Joined: Tue May 23, 2006 11:23 am
Location: UC Berkeley

Re: Time History Analysis

Post by vesna » Fri Nov 30, 2012 9:58 am

yes, that is right.

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

Re: Time History Analysis

Post by yas » Fri Apr 12, 2013 5:49 am

hello
I ,ll introduce earthquake records for time history analysis,and put records,text to the folder of that model.but the program does ,nt know text file and gives a warning about that.

set accelSeriesx "Series -dt 0.01 -filePath H-E01140.txt -factor $g" ;
set accelSeriesx2 "Series -dt 0.01 -filePath H-E01140-PGA=1.226g-dt=0.01-N=4164.txt -factor [expr (1.076/1.160)*$g*3]" ;
pattern UniformExcitation 2 1 -accel $accelSeriesx ;
pattern UniformExcitation 3 2 -accel $accelSeriesx2 ;

and the warning is:
WARNING - PathSeries::PathSeries() - could not open file H-E01140.txt
WARNING - PathSeries::PathSeries() - could not open file H-E01140-PGA=1.226g-dt=
0.01-N=4164.txt

vesna
Posts: 3033
Joined: Tue May 23, 2006 11:23 am
Location: UC Berkeley

Re: Time History Analysis

Post by vesna » Mon Apr 15, 2013 1:27 pm

make sure to place that file in the same folder with the main file that is sourced to perform the analysis.

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

Re: Time History Analysis

Post by yas » Sun Apr 28, 2013 11:56 am

hello everybody

I,ve modeled a two bay two story steel building with eccentrically braced frame but in the answer file of Time history analysis, the forces of elements and nodes are zero.would you please help me about this and tell me the reason?
thanks in advance


####################### NODES CORDINATE #######################
node 1 0.0 0.0 0.0
node 2 4.0 0.0 0.0
node 3 8.0 0.0 0.0
node 4 0.0 3.0 0.0
node 5 4.0 3.0 0.0
node 6 8.0 3.0 0.0
node 7 0.0 6.0 0.0
node 8 4.0 6.0 0.0
node 9 8.0 6.0 0.0
node 10 1.7 3.0 0.0
node 11 2.3 3.0 0.0
node 12 1.7 6.0 0.0
node 13 2.3 6.0 0.0
node 101 0.0 0.0 0.0
node 22 4.0 0.0 0.0
node 100 1.7 3.0 0.0
node 111 2.3 3.0 0.0
node 122 1.7 6.0 0.0
node 133 2.3 6.0 0.0
node 77 0.0 6.0 0.0
node 88 4.0 6.0 0.0
node 888 4.0 6.0 0.0
node 99 8.0 6.0 0.0
node 44 0.0 3.0 0.0
node 444 0.0 3.0 0.0
node 55 4.0 3.0 0.0
node 555 4.0 3.0 0.0
node 5555 4.0 3.0 0.0
node 66 8.0 3.0 0.0
puts "ok1"
equalDOF 7 77 1 2
equalDOF 8 88 1 2
equalDOF 8 888 1 2
equalDOF 9 99 1 2
equalDOF 4 44 1 2
equalDOF 4 444 1 2
equalDOF 5 55 1 2
equalDOF 5 555 1 2
equalDOF 5 5555 1 2
equalDOF 6 66 1 2
equalDOF 10 100 1 2
equalDOF 11 111 1 2
equalDOF 12 122 1 2
equalDOF 13 133 1 2

####################### NODES CONSTRAINT ########################
fix 1 1 1 1
fix 2 1 1 1
fix 11 1 1 1
fix 22 1 1 1
####################### MATERIAL PROPERTIES ######################
uniaxialMaterial Steel02 2 2.400e07 2.1e10 0.02 15 0.925 0.15

######################## SECTIONS ################################
##COLS
section Fiber 1 { ;
patch quad 2 8 3 -0.082 0.0799 0.0 7.99 0.0 0.08 -0.082 0.08
patch quad 2 3 8 -0.044 -0.0799 -0.041 -0.0799 -0.041 0.0799 -0.044 0.0799
patch quad 2 8 3 -0.082 -0.0799 0.0 -0.0799 0.0 -0.08 -0.082 -0.08
patch quad 2 8 3 0.0 0.0799 0.082 0.0799 0.082 0.08 0.0 0.08
patch quad 2 3 8 0.041 -0.0799 0.044 -0.0799 0.044 0.0799 0.041 0.0799
patch quad 2 8 3 0.0 -0.08 0.082 -0.08 0.082 -0.0799 0.0 -0.0799
patch quad 2 8 3 -0.05 0.08 0.05 0.08 0.05 0.086 -0.05 0.086
patch quad 2 8 3 -0.05 -0.086 0.05 -0.086 0.05 -0.08 -0.05 -0.08 } ;
###BEAMS
section Fiber 2 { ;
patch quad 2 8 3 -0.0365 0.0631 0.0365 0.0631 0.0365 0.07 -0.0365 0.07
patch quad 2 3 8 -0.0024 -0.0631 0.0024 -0.0631 0.0024 0.0631 -0.0024 0.0631
patch quad 2 8 3 -0.0365 -0.07 0.0365 -0.07 0.0365 -0.0631 -0.0365 -0.0631 } ;
###BRACES
section Fiber 3 { ;
patch quad 2 8 3 -0.05 0.0415 0.0 0.0415 0.0 0.05 -0.05 0.05
patch quad 2 3 8 -0.0055 -0.0415 0.0 -0.0415 0.0 0.0415 -0.0055 0.0415
patch quad 2 8 3 -0.05 -0.05 0.0 -0.05 0.0 -0.0415 -0.05 -0.0415
patch quad 2 8 3 0.0 0.0415 0.05 0.0415 0.05 0.05 0.0 0.05
patch quad 2 3 8 0.0 -0.0415 0.0055 -0.0415 0.0055 0.0415 0.0 0.0415
patch quad 2 8 3 0.0 -0.05 0.05 -0.05 0.05 -0.0415 0.0 -0.0415} ;
###################### GEOMETRIC TRANSFORMATION ################
set IDColTransf 2; # all columns
set IDBeamTransf 1; # all beams
set IDBraceTransf 3 ; # all braces
geomTransf PDelta $IDColTransf ;
geomTransf Linear $IDBeamTransf ;
geomTransf Corotational $IDBraceTransf
######################### ELEMENT #################################
element nonlinearBeamColumn 1 1 4 5 1 1
element nonlinearBeamColumn 2 4 7 5 1 1
element nonlinearBeamColumn 3 2 5 5 1 1
element nonlinearBeamColumn 4 5 8 5 1 1
element nonlinearBeamColumn 5 3 6 5 1 1
element nonlinearBeamColumn 6 6 9 5 1 1
element nonlinearBeamColumn 7 44 10 5 2 2
element nonlinearBeamColumn 8 10 11 5 2 2
element nonlinearBeamColumn 9 11 55 5 2 2
element nonlinearBeamColumn 10 555 66 5 2 2
element nonlinearBeamColumn 11 77 12 5 2 2
element nonlinearBeamColumn 12 12 13 5 2 2
element nonlinearBeamColumn 13 13 88 5 2 2
element nonlinearBeamColumn 14 888 99 5 2 2
element nonlinearBeamColumn 15 101 100 5 3 3
element nonlinearBeamColumn 16 22 111 5 3 3
element nonlinearBeamColumn 17 444 122 5 3 3
element nonlinearBeamColumn 18 5555 133 5 3 3
puts "model built"
####################### MASS #####################################
mass 4 0.0 40000.0 0.0
mass 5 0.0 40000.0 0.0
mass 55 0.0 40000.0 0.0
mass 6 0.0 40000.0 0.0
mass 7 0.0 40000.0 0.0
mass 8 0.0 40000.0 0.0
mass 88 0.0 40000.0 0.0
mass 9 0.0 40000.0 0.0
recorder Element -file ele11.out -time -ele1 force;
recorder Element -file ele12.out -time -ele3 force;
recorder Element -file ele13.out -time -ele4 force;
recorder Element -file ele22.out -time -ele6 deformation;
recorder Element -file ele33.out -time -ele15 force;
recorder Node -file sec.out -time -node 1 2 -dof 1 2 3 reaction;
recorder Node -file node.out -time -node 1 2 -dof 1 2 3 disp;

set g 9.81
set accelSeriesx "Series -dt 0.01 -filePath H-E01140.txt -factor $g";
set accelSeriesx "Series -dt 0.01 -filePath H-E12140.txt -factor $g";

pattern UniformExcitation 2 1 -accel $accelSeriesx ;
constraints Transformation ;
numberer RCM ;
system SparseGeneral ;
test EnergyIncr 1e-7 25 0 ;
algorithm ModifiedNewton ;
integrator Newmark 0.5 0.25 ;
analysis Transient ;
analyze 100 0.01
puts "end analysis"

kostast88
Posts: 49
Joined: Tue Jan 31, 2012 1:20 pm
Location: University of Patras

Re: Time History Analysis

Post by kostast88 » Sun Apr 28, 2013 12:35 pm

Your mass is translational on Y axis and the UniformExcitation acts on X axis?

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

Re: Time History Analysis

Post by yas » Sun May 05, 2013 6:43 am

hello every body
thanks a lot for your kind helping
My model is failed to converge after 25 iterations.I ,ve done Time history analysis on eccentrically braced frame in steps of 0.01.how can I solve this
problem?would you please give me some advises.
thanks in advance.

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

Re: Time History Analysis

Post by yas » Tue May 21, 2013 9:37 am

hello everybody

I must import mass force in my model because of time history analysis a. should I import mass force into mass center or somewhere else?how is it in 2D model?
thanks in advance for guiding me

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

Re: Time History Analysis

Post by yas » Tue May 28, 2013 7:14 am

hi dear all
my model doesn,t work and give some errors.would you please help me to solve this problem?
I appreciate in advance









#5ST 2D MODEL,
#UNIT : Kg-m-Second
wipe all ;

file mkdir data
model BasicBuilder -ndm 2 -ndf 3
# 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 22.8 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
######CENTER OF MASS#####
node 997 12.5 3.2 0.0
node 998 12.5 6.4 0.0
node 999 12.5 9.6 0.0
node 1000 12.5 12.8 0.0
node 1001 12.5 16 0.0


puts "ok1"
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
####################### NODES CONSTRAINT ########################
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
fix 997 0 1 0
fix 998 0 1 0
fix 999 0 1 0
fix 1000 0 1 0
fix 1001 0 1 0

####################### MATERIAL PROPERTIES ######################


uniaxialMaterial Steel02 2 2.400e07 2.1e10 0.02 15 0.925 0.15
######################## SECTIONS ################################
##COLS(35x35x30-30x30x20-25x25x20-20x20x15)
;
section Fiber 1 { ;
patch quad 2 8 3 -0.175 0.145 0.175 0.145 0.175 0.175 -0.175 0.175
patch quad 2 8 3 -0.175 -0.175 0.175 -0.175 0.175 -0.145 -0.175 -0.145
patch quad 2 3 8 -0.175 -0.145 -0.145 -0.145 -0.145 0.145 -0.175 0.145
patch quad 2 3 8 0.145 -0.145 0.175 -0.145 0.175 0.145 0.145 0.145} ;
section Fiber 2 { ;
patch quad 2 8 3 -0.15 0.13 0.15 0.13 0.15 0.15 -0.15 0.15
patch quad 2 8 3 -0.15 -0.15 0.15 -0.15 0.15 -0.13 -0.15 -0.13
patch quad 2 3 8 -0.15 -0.13 -0.13 -0.13 -0.13 0.13 -0.15 0.13
patch quad 2 3 8 0.13 -0.13 0.15 -0.13 0.15 0.13 0.13 0.13} ;
section Fiber 3 { ;
patch quad 2 8 3 -0.125 0.105 0.125 0.105 0.125 0.125 -0.125 0.125
patch quad 2 8 3 -0.125 -0.125 0.125 -0.125 0.125 -0.105 -0.125 -0.105
patch quad 2 3 8 -0.125 -0.105 -0.105 -0.105 -0.105 0.105 -0.125 0.105
patch quad 2 3 8 0.105 -0.105 0.125 -0.105 0.125 0.105 0.105 0.105} ;
section Fiber 4 { ;
patch quad 2 8 3 -0.1 0.085 0.1 0.085 0.1 0.1 -0.1 0.1
patch quad 2 8 3 -0.1 -0.1 0.1 -0.1 0.1 -0.085 -0.1 -0.085
patch quad 2 3 8 -0.1 -0.085 -0.085 -0.085 -0.085 0.085 -0.1 0.085
patch quad 2 3 8 0.085 -0.085 0.1 -0.085 0.1 0.085 0.085 0.085} ;

###BEAMS(IPE 22-24-30-33-36)

section Fiber 5 { ;
patch quad 2 8 3 -0.055 0.109 0.055 0.109 0.055 0.11 -0.055 0.11
patch quad 2 3 8 -0.00295 -0.109 0.00295 -0.109 0.0025 0.109 -0.00295 0.109
patch quad 2 8 3 -0.055 -0.11 0.055 -0.11 0.055 -0.109 -0.055 -0.109 } ;


section Fiber 6 { ;
patch quad 2 8 3 -0.06 0.1102 0.06 0.1102 0.06 0.12 -0.06 0.12
patch quad 2 3 8 -0.0031 -0.1102 0.0031 -0.1102 0.0031 0.1102 -0.0031 0.1102
patch quad 2 8 3 -0.06 -0.12 0.06 -0.12 0.06 -0.1102 -0.06 -0.1102 } ;

section Fiber 7 { ;
patch quad 2 8 3 -0.075 0.1393 0.075 0.1393 0.075 0.15 -0.075 0.15
patch quad 2 3 8 -0.00355 -0.1393 0.00355 -0.1393 0.00355 0.1393 -0.00355 0.1393
patch quad 2 8 3 -0.075 -0.15 0.075 -0.15 0.075 -0.1393 -0.075 -0.1393 } ;

section Fiber 8 { ;
patch quad 2 8 3 -0.08 0.1535 0.08 0.1535 0.08 0.165 -0.08 0.165
patch quad 2 3 8 -0.00375 -0.1535 0.00375 -0.1535 0.00375 0.1535 -0.00375 0.1535
patch quad 2 8 3 -0.08 -0.165 0.08 -0.165 0.08 -0.1535 -0.08 -0.1535 } ;

section Fiber 9 { ;
patch quad 2 8 3 -0.085 0.1673 0.085 0.1673 0.08 0.18 -0.08 0.18
patch quad 2 3 8 -0.004 -0.1673 0.004 -0.1673 0.004 0.1673 -0.004 0.1673
patch quad 2 8 3 -0.085 -0.18 0.08 -0.18 0.08 -0.1673 -0.08 -0.1673 } ;



###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 ; # all column
geomTransf Linear 2 ; # all beams
geomTransf Linear 3 ; # all braces

puts "model built"
#element nonlinearBeamColumn $eleTag $iNode $jNode $numIntgrPts $secTag $transfTag
#cols
element nonlinearBeamColumn 1 1 7 5 3 1
element nonlinearBeamColumn 2 7 13 5 3 1
element nonlinearBeamColumn 3 13 19 5 3 1
element nonlinearBeamColumn 4 19 25 5 4 1
element nonlinearBeamColumn 5 25 31 5 4 1
element nonlinearBeamColumn 6 2 8 5 3 1
element nonlinearBeamColumn 7 8 14 5 3 1
element nonlinearBeamColumn 8 14 20 5 3 1
element nonlinearBeamColumn 9 20 26 5 4 1
element nonlinearBeamColumn 10 26 32 5 4 1
element nonlinearBeamColumn 11 3 9 5 3 1
element nonlinearBeamColumn 12 9 15 5 3 1
element nonlinearBeamColumn 13 15 21 5 3 1
element nonlinearBeamColumn 14 21 27 5 4 1
element nonlinearBeamColumn 15 27 33 5 4 1
element nonlinearBeamColumn 16 4 10 5 3 1
element nonlinearBeamColumn 17 10 16 5 3 1
element nonlinearBeamColumn 18 16 22 5 3 1
element nonlinearBeamColumn 19 22 28 5 4 1
element nonlinearBeamColumn 20 28 34 5 4 1
element nonlinearBeamColumn 21 5 11 5 3 1
element nonlinearBeamColumn 22 11 17 5 3 1
element nonlinearBeamColumn 23 17 23 5 3 1
element nonlinearBeamColumn 24 23 29 5 4 1
element nonlinearBeamColumn 25 29 35 5 4 1
element nonlinearBeamColumn 26 6 12 5 3 1
element nonlinearBeamColumn 27 12 18 5 3 1
element nonlinearBeamColumn 28 18 24 5 3 1
element nonlinearBeamColumn 29 24 30 5 4 1
element nonlinearBeamColumn 30 30 36 5 4 1
#beams
element nonlinearBeamColumn 31 37 67 5 9 2
element nonlinearBeamColumn 32 67 68 5 9 2
element nonlinearBeamColumn 33 68 38 5 9 2
element nonlinearBeamColumn 34 338 39 5 9 2
element nonlinearBeamColumn 35 339 69 5 9 2
element nonlinearBeamColumn 36 69 70 5 9 2
element nonlinearBeamColumn 37 70 40 5 9 2
element nonlinearBeamColumn 38 440 41 5 9 2
element nonlinearBeamColumn 39 441 71 5 9 2
element nonlinearBeamColumn 40 71 72 5 9 2
element nonlinearBeamColumn 41 72 42 5 9 2
element nonlinearBeamColumn 42 43 73 5 7 2
element nonlinearBeamColumn 43 73 74 5 7 2
element nonlinearBeamColumn 44 74 44 5 7 2
element nonlinearBeamColumn 45 444 45 5 9 2
element nonlinearBeamColumn 46 445 75 5 7 2
element nonlinearBeamColumn 47 75 76 5 7 2
element nonlinearBeamColumn 48 76 46 5 7 2
element nonlinearBeamColumn 49 446 47 5 9 2
element nonlinearBeamColumn 50 447 77 5 7 2
element nonlinearBeamColumn 51 77 78 5 7 2
element nonlinearBeamColumn 52 78 48 5 7 2
element nonlinearBeamColumn 53 49 79 5 7 2
element nonlinearBeamColumn 54 79 80 5 7 2
element nonlinearBeamColumn 55 80 50 5 7 2
element nonlinearBeamColumn 56 550 51 5 9 2
element nonlinearBeamColumn 57 551 81 5 7 2
element nonlinearBeamColumn 58 81 82 5 7 2
element nonlinearBeamColumn 59 82 52 5 7 2
element nonlinearBeamColumn 60 552 53 5 9 2
element nonlinearBeamColumn 61 553 83 5 7 2
element nonlinearBeamColumn 62 83 84 5 7 2
element nonlinearBeamColumn 63 84 54 5 7 2
element nonlinearBeamColumn 64 55 85 5 6 2
element nonlinearBeamColumn 65 85 86 5 6 2
element nonlinearBeamColumn 66 86 56 5 6 2
element nonlinearBeamColumn 67 556 57 5 8 2
element nonlinearBeamColumn 68 557 87 5 6 2
element nonlinearBeamColumn 69 87 88 5 6 2
element nonlinearBeamColumn 70 88 58 5 6 2
element nonlinearBeamColumn 71 558 59 5 8 2
element nonlinearBeamColumn 72 559 89 5 6 2
element nonlinearBeamColumn 73 89 90 5 6 2
element nonlinearBeamColumn 74 90 60 5 6 2
element nonlinearBeamColumn 75 61 91 5 5 2
element nonlinearBeamColumn 76 91 92 5 5 2
element nonlinearBeamColumn 77 92 62 5 5 2
element nonlinearBeamColumn 78 662 63 5 7 2
element nonlinearBeamColumn 79 663 93 5 5 2
element nonlinearBeamColumn 80 93 94 5 5 2
element nonlinearBeamColumn 81 94 64 5 5 2
element nonlinearBeamColumn 82 664 65 5 7 2
element nonlinearBeamColumn 83 665 95 5 5 2
element nonlinearBeamColumn 84 95 96 5 5 2
element nonlinearBeamColumn 85 96 36 5 5 2
#brace
element nonlinearBeamColumn 86 1111 667 5 13 3
element nonlinearBeamColumn 87 2222 668 5 13 3
element nonlinearBeamColumn 88 3333 669 5 13 3
element nonlinearBeamColumn 89 4444 770 5 13 3
element nonlinearBeamColumn 90 5555 771 5 13 3
element nonlinearBeamColumn 91 6666 772 5 13 3
element nonlinearBeamColumn 92 7777 773 5 13 3
element nonlinearBeamColumn 93 8888 774 5 13 3
element nonlinearBeamColumn 94 99 775 5 13 3
element nonlinearBeamColumn 95 110 776 5 13 3
element nonlinearBeamColumn 96 111 777 5 13 3
element nonlinearBeamColumn 97 112 778 5 13 3
element nonlinearBeamColumn 98 113 779 5 13 3
element nonlinearBeamColumn 99 114 880 5 13 3
element nonlinearBeamColumn 100 115 881 5 13 3
element nonlinearBeamColumn 101 116 882 5 13 3
element nonlinearBeamColumn 102 117 883 5 13 3
element nonlinearBeamColumn 103 118 884 5 13 3
element nonlinearBeamColumn 104 119 885 5 11 3
element nonlinearBeamColumn 105 220 886 5 11 3
element nonlinearBeamColumn 106 221 887 5 11 3
element nonlinearBeamColumn 107 222 888 5 11 3
element nonlinearBeamColumn 108 223 889 5 11 3
element nonlinearBeamColumn 109 224 990 5 11 3
element nonlinearBeamColumn 110 225 991 5 10 3
element nonlinearBeamColumn 111 226 992 5 10 3
element nonlinearBeamColumn 112 227 993 5 10 3
element nonlinearBeamColumn 113 228 994 5 10 3
element nonlinearBeamColumn 114 229 995 5 10 3
element nonlinearBeamColumn 115 330 996 5 10 3

###

mass 997 48125 0 0
mass 998 48125 0 0
mass 999 48125 0 0
mass 1000 48125 0 0
mass 1001 48125 0 0

####

pattern Plain 1 Linear { ;
eleLoad -ele 31 32 33 34 35 36 37 38 -type -beamuniform -1925} ;
########################## GRAVITY ANALYSIS
system BandGeneral
constraints Transformation
numberer RCM
test NormDispIncr 1.0e-6 10 1
algorithm Newton
integrator LoadControl 0.1
analysis Static
set ok [analyze 10]
if {$ok == 0} {
puts "======================================================================";
puts "======================================================================";
puts " Gravity analysis completed succesfully";
puts "======================================================================";
puts "======================================================================";

} else {
puts "^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^";
puts " Gravity load analysis failed";
puts "^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^";

}

constraints Transformation ;
numberer RCM ;
system SparseGeneral ;
test EnergyIncr 1e-7 25 1 ;
algorithm ModifiedNewton ;
integrator LoadControl 0.01 ;
analysis Static ;
analyze 100 ;
loadConst -time 0.0 ;

recorder Node -file Data.out -time -node 4 -dof 1 2 3 disp;
recorder Element -file ele4.out -time -ele 4 force
recorder Element -file ele3.out -time -ele 3 deformation


set g 9.81
set accelSeriesx "Series -dt 0.01 -filePath TAB-LN_AT2.txt -factor $g";



set Scalef 10000;
recorder display "Displaced shape" 10 10 500 500 -wipe ;
prp 200. 50. 1;
vup 0 1 0;
vpn 0 0 1;
display 1 5 40

wipeAnalysis ;
pattern UniformExcitation 2 1 -accel $accelSeriesx ;
constraints Transformation ;
numberer RCM ;
system SparseGeneral ;
test EnergyIncr 1e-7 25 0 ;
algorithm ModifiedNewton ;
integrator Newmark 0.5 0.25 ;
analysis Transient ;
analyze 4000 0.0001
puts "end analysis"





and the error is:



ok1
model built
WARNING BandGenLinLapackSolver::solve() -LAPACK routine returned 1
WARNING NewtonRaphson::solveCurrentStep() -the LinearSysOfEqn failed in solve()
StaticAnalysis::analyze() - the Algorithm failed at iteration: 0 with domain at
load factor 0.1
OpenSees > analyze failed, returned: -3 error flag
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
Gravity load analysis failed
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
WARNING SuperLU::solve(void)- Error 1 returned in factorization dgstrf()
WARNING ModifiedNewton::solveCurrentStep() -the LinearSysOfEqn failed in solve()

StaticAnalysis::analyze() - the Algorithm failed at iteration: 0 with domain at
load factor 0.01
OpenSees > analyze failed, returned: -3 error flag
wrong # args: should be "for start test next command"
while executing
"for {set i 1} {$i<=100} {incr i 1} "
(file "D:\fe\arshad\payan name\model\5st-3bay brace.tcl" line 550)
---------------------------------------------------------------------------
End of script <D:\fe\arshad\payan> reached, Press any key to continue

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

Re: Time History Analysis

Post by fmk » Tue May 28, 2013 11:01 am

you don't have enough constraints. for a start look at the fixity for the center of mass nodes!!!

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

Re: Time History Analysis

Post by yas » Sat Jun 15, 2013 1:51 am

hello everyone

I,ve defined 1000 step for Time history analysis in my model but in 669th step gave me this error:
Qpensees.exe has stopped working

would you please tell me the reason of that?
thanks in advance

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

Re: Time History Analysis

Post by fmk » Sun Jun 16, 2013 9:53 am

i need to see the script .. also what operating system are you using.

civil
Posts: 54
Joined: Sat May 25, 2013 3:44 am

Re: Time History Analysis

Post by civil » Sun Jun 30, 2013 7:15 am

Dear all,

I have too do 10 time history analysis (due to 10 ground motion records) and compute the average response.
for 2 record, max displacement of roof are very big. (for example: 1.98924e+049 m). while for the next 8 records it is less than 0.5 m.
what does it mean?
and what should i do in computing the average value?

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