Shear wall element

scutce · Post by **scutce** » Wed Sep 13, 2006 7:14 am

We are the tall building structure research group of South China University of Technology, we are trying to use OpenSees in pratical seismic evalued engineering. We are eager to know when the nonlinear shear wall element will be put in OpenSees, because "L" and "T" shaped shear walls are widely used in China's tall building. And now we are also trying to undertake the nonlinear dynamic analyse of the 432m high Guangzhou West Tower which are desgined by ARUP and Architect Design and Research Institute of South China Universtiy of Technology, which's core tube is a very complicated concrete shear wall.
Thanks!

silvia · Post by **silvia** » Wed Sep 13, 2006 4:19 pm

you can try the fiber nonlinear beam-column element for now.

scutce · Post by **scutce** » Wed Sep 13, 2006 7:32 pm

Dr. Silvia, thank you for your reply. In the symposium 2006 pdfs of OpenSees, it is discussed that the shear wall element is under development, but we want to know the scheme of development progress. We are interested in developing OpenSees, the first is developing the pre and post process program, the second is the engineering practical use of OpenSees, the other is test verification according to Chinese Aseismic Codes.

a.tabnak · Post by **a.tabnak** » Wed Sep 20, 2006 8:38 am

HI Dr. Silvia
I'm a MSc student of Earthquake Engineering at International Institute of Earthquake Engineering and Seismology (IIEES)(Tehran,Iran).
In my thesis I need to model the shear wall and I'm interest to know about development of shear wall element.When is this new element introduce??

Thanks in advance.
Yours sincerely
Adel

silvia · Post by **silvia** » Wed Sep 20, 2006 8:41 am

the shear wall element won't be available for a while, you might want to contact professor Filip Filippou at UC Berkeley about it.

a.tabnak · Post by **a.tabnak** » Wed Sep 20, 2006 8:51 am

HI
How can I contact professor Filip Filippou?
Thanks in advance.

a.tabnak · Post by **a.tabnak** » Thu Sep 21, 2006 3:16 am

Thanks
I know now!

scutce · Post by **scutce** » Wed Sep 27, 2006 3:29 am

Dr. Silvia, please give me the contact imformation of Professor Filip Filippou, Thanks!

a.tabnak · Post by **a.tabnak** » Wed Sep 27, 2006 4:28 am

HI scutce
You can use this URL
http://www.ce.berkeley.edu/~filippou/

a.tabnak · Post by **a.tabnak** » Thu Oct 05, 2006 11:05 pm

HI Dr. SILVIA
I modeled a RC frame with SHEAR WALL.
But I can't analysis it.

====================================
wipe
model basic -ndm 3 -ndf 6
# ==========nodal coordinates:
#S8 (81,83)----(84,85)----(86,87)----(88,90)
#S7 (71,73)----(74,75)----(76,77)----(78,80)
#S6 (61,63)----(64,65)----(66,67)----(68,70)
#S5 (51,53)----(54,55)----(56,57)----(58,60)
#S4 (41,53)----(44,45)----(46,47)----(48,50)
#S3 (31,33)----(34,35)----(36,37)----(38,40)
#S2 (21,23)----(24,25)----(26,27)----(28,30)
#S1 (11,13)----(14,15)----(16,17)----(18,20)
#BASE(01,03)----(04,05)----(06,07)----(08,10)
#base

node 1 0 0 0
node 2 0 7.5 0
node 3 0 15 0
node 4 21 5 0
node 5 21 10 0
node 6 42 5 0
node 7 42 10 0
node 8 63 0 0
node 9 63 7.5 0
node 10 63 15 0
#ST1
node 11 0 0 4
node 12 0 7.5 4
node 13 0 15 4
node 14 21 5 4
node 15 21 10 4
node 16 42 5 4
node 17 42 10 4
node 18 63 0 4
node 19 63 7.5 4
node 20 63 15 4
#ST2
node 21 0 0 7.5
node 22 0 7.5 7.5
node 23 0 15 7.5
node 24 21 5 7.5
node 25 21 10 7.5
node 26 42 5 7.5
node 27 42 10 7.5
node 28 63 0 7.5
node 29 63 7.5 7.5
node 30 63 15 7.5
#ST3
node 31 0 0 11
node 32 0 7.5 11
node 33 0 15 11
node 34 21 5 11
node 35 21 10 11
node 36 42 5 11
node 37 42 10 11
node 38 63 0 11
node 39 63 7.5 11
node 40 63 15 11

#ST4
node 41 0 0 14.5
node 42 0 7.5 14.5
node 43 0 15 14.5
node 44 21 5 14.5
node 45 21 10 14.5
node 46 42 5 14.5
node 47 42 10 14.5
node 48 63 0 14.5
node 49 63 7.5 14.5
node 50 63 15 14.5

#ST5
node 51 0 0 18
node 52 0 7.5 18
node 53 0 15 18
node 54 21 5 18
node 55 21 10 18
node 56 42 5 18
node 57 42 10 18
node 58 63 0 18
node 59 63 7.5 18
node 60 63 15 18

#ST6
node 61 0 0 21.5
node 62 0 7.5 21.5
node 63 0 15 21.5
node 64 21 5 21.5
node 65 21 10 21.5
node 66 42 5 21.5
node 67 42 10 21.5
node 68 63 0 21.5
node 69 63 7.5 21.5
node 70 63 15 21.5
#ST7
node 71 0 0 25
node 72 0 7.5 25
node 73 0 15 25
node 74 21 5 25
node 75 21 10 25
node 76 42 5 25
node 77 42 10 25
node 78 63 0 25
node 79 63 7.5 25
node 80 63 15 25
#ST8
node 81 0 0 28.5
node 82 0 7.5 28.5
node 83 0 15 28.5
node 84 21 5 28.5
node 85 21 10 28.5
node 86 42 5 28.5
node 87 42 10 28.5
node 88 63 0 28.5
node 89 63 7.5 28.5
node 90 63 15 28.5

#master joints
node 91 31.5 7.5 4
node 92 31.5 7.5 7.5
node 93 31.5 7.5 11
node 94 31.5 7.5 14.5
node 95 31.5 7.5 18
node 96 31.5 7.5 21.5
node 97 31.5 7.5 25
node 98 31.5 7.5 28.5
#========== bondary conditions:
fix 1 1 1 1 1 1 1
fix 2 1 1 1 1 1 1
fix 3 1 1 1 1 1 1
fix 4 1 1 1 1 1 1
fix 5 1 1 1 1 1 1
fix 6 1 1 1 1 1 1
fix 7 1 1 1 1 1 1
fix 8 1 1 1 1 1 1
fix 9 1 1 1 1 1 1
fix 10 1 1 1 1 1 1

#========== nodal masses:
mass 82 1.5 1.5 0 0 0 0
#========== element properties:
set Ec 25740000
set Es 200000000;
set Gc 10725000; #G=E/2(1+v) v=.2
set Gs 76923076.92; #G=E/2(1+v) v=.3
set fy 392266.0 ; # Yield stress
set Ac 0.25
set Iyc 5.208e-3
set Izc 5.208e-3
set Jc 8.802e-3
set Ab .2925
set Iyb .0103
set Izb 4.936e-3
set Jb .0113

#Ttransformation:
geomTransf Linear 1 -1 0 0
geomTransf Linear 2 0 0 -1

#
# ==========connectivity:
## Number of integration points along length of element
set np 10
## Create the coulumns using Beam-column elements
## column
## tag ndI ndJ nsecs secID transfTag
#
element elasticBeamColumn 1 1 11 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 2 2 12 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 3 3 13 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 4 8 18 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 5 9 19 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 6 10 20 $Ac $Ec $Gc $Jc $Iyc $Izc 1

element elasticBeamColumn 11 11 21 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 12 12 22 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 13 13 23 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 14 18 28 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 15 19 29 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 16 20 30 $Ac $Ec $Gc $Jc $Iyc $Izc 1

element elasticBeamColumn 21 21 31 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 22 22 32 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 23 23 33 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 24 28 38 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 25 29 39 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 26 30 40 $Ac $Ec $Gc $Jc $Iyc $Izc 1

element elasticBeamColumn 31 31 41 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 32 32 42 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 33 33 43 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 34 38 48 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 35 39 49 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 36 40 50 $Ac $Ec $Gc $Jc $Iyc $Izc 1

element elasticBeamColumn 41 41 51 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 42 42 52 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 43 43 53 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 44 48 58 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 45 49 59 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 46 50 60 $Ac $Ec $Gc $Jc $Iyc $Izc 1

element elasticBeamColumn 51 51 61 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 52 52 62 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 53 53 63 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 54 58 68 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 55 59 69 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 56 60 70 $Ac $Ec $Gc $Jc $Iyc $Izc 1

element elasticBeamColumn 61 61 71 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 62 62 72 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 63 63 73 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 64 68 78 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 65 69 79 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 66 70 80 $Ac $Ec $Gc $Jc $Iyc $Izc 1

element elasticBeamColumn 71 71 81 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 72 72 82 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 73 73 83 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 74 78 88 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 75 79 89 $Ac $Ec $Gc $Jc $Iyc $Izc 1
element elasticBeamColumn 76 80 90 $Ac $Ec $Gc $Jc $Iyc $Izc 1
#BEAM
element elasticBeamColumn 7 11 12 $Ab $Ec $Gc $Jb $Iyb $Izb 2
element elasticBeamColumn 8 12 13 $Ab $Ec $Gc $Jb $Iyb $Izb 2

element elasticBeamColumn 9 18 19 $Ab $Ec $Gc $Jb $Iyb $Izb 2
element elasticBeamColumn 10 19 20 $Ab $Ec $Gc $Jb $Iyb $Izb 2

element elasticBeamColumn 17 21 22 $Ab $Ec $Gc $Jb $Iyb $Izb 2
element elasticBeamColumn 18 22 23 $Ab $Ec $Gc $Jb $Iyb $Izb 2

element elasticBeamColumn 19 28 29 $Ab $Ec $Gc $Jb $Iyb $Izb 2
element elasticBeamColumn 20 29 30 $Ab $Ec $Gc $Jb $Iyb $Izb 2

element elasticBeamColumn 27 31 32 $Ab $Ec $Gc $Jb $Iyb $Izb 2
element elasticBeamColumn 28 32 33 $Ab $Ec $Gc $Jb $Iyb $Izb 2

element elasticBeamColumn 29 38 39 $Ab $Ec $Gc $Jb $Iyb $Izb 2
element elasticBeamColumn 30 39 40 $Ab $Ec $Gc $Jb $Iyb $Izb 2

element elasticBeamColumn 37 41 42 $Ab $Ec $Gc $Jb $Iyb $Izb 2
element elasticBeamColumn 38 42 43 $Ab $Ec $Gc $Jb $Iyb $Izb 2

element elasticBeamColumn 39 48 49 $Ab $Ec $Gc $Jb $Iyb $Izb 2
element elasticBeamColumn 40 49 50 $Ab $Ec $Gc $Jb $Iyb $Izb 2

element elasticBeamColumn 47 51 52 $Ab $Ec $Gc $Jb $Iyb $Izb 2
element elasticBeamColumn 48 52 53 $Ab $Ec $Gc $Jb $Iyb $Izb 2

element elasticBeamColumn 49 58 59 $Ab $Ec $Gc $Jb $Iyb $Izb 2
element elasticBeamColumn 50 59 60 $Ab $Ec $Gc $Jb $Iyb $Izb 2

element elasticBeamColumn 57 61 62 $Ab $Ec $Gc $Jb $Iyb $Izb 2
element elasticBeamColumn 58 62 63 $Ab $Ec $Gc $Jb $Iyb $Izb 2

element elasticBeamColumn 59 68 69 $Ab $Ec $Gc $Jb $Iyb $Izb 2
element elasticBeamColumn 60 69 70 $Ab $Ec $Gc $Jb $Iyb $Izb 2

element elasticBeamColumn 67 71 72 $Ab $Ec $Gc $Jb $Iyb $Izb 2
element elasticBeamColumn 68 72 73 $Ab $Ec $Gc $Jb $Iyb $Izb 2

element elasticBeamColumn 69 78 79 $Ab $Ec $Gc $Jb $Iyb $Izb 2
element elasticBeamColumn 70 79 80 $Ab $Ec $Gc $Jb $Iyb $Izb 2

element elasticBeamColumn 77 81 82 $Ab $Ec $Gc $Jb $Iyb $Izb 2
element elasticBeamColumn 78 82 83 $Ab $Ec $Gc $Jb $Iyb $Izb 2

element elasticBeamColumn 79 88 89 $Ab $Ec $Gc $Jb $Iyb $Izb 2
element elasticBeamColumn 80 89 90 $Ab $Ec $Gc $Jb $Iyb $Izb 2

# ==========shear wall:
section Elastic 1 $Ec 1.25 2.6042

element ShellMITC4 82 14 24 25 15 1
element ShellMITC4 83 24 34 35 25 1
element ShellMITC4 84 34 44 45 35 1
element ShellMITC4 85 44 54 55 45 1
element ShellMITC4 86 54 64 65 55 1
element ShellMITC4 87 64 74 75 65 1
element ShellMITC4 88 74 84 85 75 1

element ShellMITC4 89 6 16 17 7 1
element ShellMITC4 90 16 26 27 17 1
element ShellMITC4 91 26 36 37 27 1
element ShellMITC4 92 36 46 47 37 1
element ShellMITC4 93 46 56 57 47 1
element ShellMITC4 94 56 66 67 57 1
element ShellMITC4 95 66 76 77 67 1
element ShellMITC4 96 76 86 87 77 1
#
## ==========rigidDiaphragm:
rigidDiaphragm 3 91 11 12 13 14 15 16 17 18 19 20
rigidDiaphragm 3 92 22 22 23 24 25 26 27 28 29 30
rigidDiaphragm 3 93 31 32 33 34 35 36 37 38 39 40
rigidDiaphragm 3 94 41 42 43 44 45 46 47 48 49 50
rigidDiaphragm 3 95 51 52 53 54 55 56 57 58 59 60
rigidDiaphragm 3 96 61 62 63 64 65 66 67 68 69 70
rigidDiaphragm 3 97 71 72 73 74 75 76 77 78 79 80
rigidDiaphragm 3 98 81 82 83 84 85 86 87 88 89 90

# Constraints for rigid diaphragm master nodes
fix 91 0 0 1 1 1 0
fix 92 0 0 1 1 1 0
fix 93 0 0 1 1 1 0
fix 94 0 0 1 1 1 0
fix 95 0 0 1 1 1 0
fix 96 0 0 1 1 1 0
fix 97 0 0 1 1 1 0
fix 98 0 0 1 1 1 0

recorder Node -file Node82.out -time -node 81 -dof 1 2 3 4 5 6 disp
recorder plot Node82.out Node81_ydisp 10 340 300 300 -columns 2 1
recorder Element -file Element1.out -time -ele 1 force

pattern Plain 1 Linear {
#load 82 10 0 0 0 0 0
eleLoad -ele 77 78 -type -beamUniform 1 0 0

}

#source RigidFrame3Ddisplay.tcl

#constraints Transformation
#numberer RCM
#system BandGeneral
#test NormDispIncr 1.0e-6 1
#algorithm Newton
#integrator LoadControl 0.1
#analysis Static
#initialize
#analyze 10
#loadConst -time 0.0
#
#print node 82
set pi 3.1415
puts "";puts "";puts "";puts "";puts ""
puts T(Sec)=
puts [expr 2*$pi/ pow ([eigen 1],.5)]
puts "";puts "";puts "";puts "";puts ""
puts [eigen 3]

silvia · Post by **silvia** » Fri Oct 06, 2006 9:40 am

please send your files to opensees-support @berkeley.edu (remove space), with all the files necessary and an exaplaination as to what is not working.

a.tabnak · Post by **a.tabnak** » Mon Oct 09, 2006 4:51 am

HI
Do yo have a reference for modeling of SHEAR-WALL in opensees?
THANKS

silvia · Post by **silvia** » Mon Oct 09, 2006 7:38 am

not oficially.
i know John Wallace at UCLA has done some work, as Filip Filippou @ UC Berkeley.

a.tabnak · Post by **a.tabnak** » Mon Dec 18, 2006 1:24 am

HI Dr. SILVIA
Can I use FIBER SECTION in SHELL ELEMENT to model a SHEAR WALL in opensees?
THANKS

silvia · Post by **silvia** » Mon Dec 18, 2006 8:48 am

you can try, and let us know how it goes, but i think that the thickness matters in a wall element...