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I got it!
there is also a state in "Plain GroundMotion" which says "Any combination of the acceleration, velocity and displacement time-series can be specified."
So the groundMotion could be defined with both vel and dis as " groundMotion 1 Plain -disp 1 -vel 2 " , in which the 2nd "1" for timeSeries of dis and "2" for timeSeries of vel.
The results seem good. I will give a notification if there are other accidents.

Thank you very much for your reply, Mr.McKenna.
I changed the timeSeries of groundMotion into -vel using the differential of the sinusoidal displacement. I got the force and displacement. However, the recorded displacement of the node is not perfect as a sinusoidal function. There is some triangle at the peak especially when the period is small. Also the starting point of the force-displacement curve is far away from the origin. I found the explanation in the state of "Plain GroundMotion" here I quote "2. If only the acceleration TimeSeries is provided, numerical integration will be used to determine the velocities and displacements." and "4. For earthquake excitations it is important that the user provide the displacement time history, as the one generated using the trapezoidal method will not provide good results."
So I wonder if there is a way to get a perfect force-displacement hysteresis loop of the damper. Thank you very much!

Hi everyone,
I am using the twonodelink element to build a viscous damper, and I want to control the displacement input to get the hysteresis loops of the damper. But I found that if I use displacement as input, the force of the damper is always 0. Acc and Vel input will give the force. Could anyone tell me how to use the displacement as input?
Following is my script:

wipe
puts "system"
model basic -ndm 3 -ndf 6

puts "node"
node 1 0 0 0
node 2 1 0 0
fix 1 1 1 1 1 1 1
fix 2 0 1 1 1 1 1

puts "element"
#uniaxialMaterial ViscousDamper $matTag $K $Cd $alpha <$LGap> < $NM $RelTol $AbsTol $MaxHalf>
set K 300.0
set Cd 280.3
set alpha 0.3
uniaxialMaterial ViscousDamper 1 $K $Cd $alpha
element twoNodeLink 1 1 2 -mat 1 -dir 1

puts "recoeder"
recorder Node -file node2_disp.out -time -node 2 -dof 1 disp;
recorder Node -file node2_vel.out -time -node 2 -dof 1 vel;
recorder Element -file ele1_f.out -time -ele 1 -dof 1 force;

puts "timeseries"
timeSeries Trig 1 0 2 2
puts "load"
pattern MultipleSupport 1 {
groundMotion 1 Plain -disp 1
imposedMotion 2 1 1
}

puts "analysis"
constraints Transformation
integrator Newmark 0.5 0.25 ;
numberer RCM
system UmfPack
test EnergyIncr 1.0e-8 100 2
algorithm Newton;
analysis Transient
analyze 20 0.1

Thanks for your advice, I am working on it. Now what concerns me is that if this kind of shell model could catch the buckling properties or not. And should I add any initial imperfection on the beam? From the results which I got now from the model, the displacement in the vertical direction is very small.

I am using J2Plasticity material and PlaterFiber section in the shell element. The model is a simply supported beam. This is the picture of it. https://flic.kr/p/VkTd5X
I put more restraints at the end of the beam and it's able to calculate but still failed to converge after several steps.
The following is my code. The model part is generated from NextFEM software. It is a little long, sorry about that. And thank you very much for your time!

# Model: beam3 generated at 5/31/2017 7:02:14 PM by NextFEM Designer ver.1.09
model BasicBuilder -ndm 3 -ndf 6
# nodes
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node 2 0 0.150000005960464 0.400000005960464
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node 4 0 -0.150000005960464 -0.400000005960464
node 5 0 0 -0.400000005960464
node 6 0 0 0.400000005960464
node 7 8 0 0.400000005960464
node 8 8 0 -0.400000005960464
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# materials
#uniaxialMaterial Elastic 0 1000
#nDMaterial ElasticIsotropic 1 210000000 0.3 8.01223241590214
nDMaterial J2Plasticity 99 171.0E9 79.2E9 268.0E6 400.0E6 1.0 1.0
nDMaterial PlateFiber 101 99
# sections
section PlateFiber 1 99 0.014 ; #web
section PlateFiber 2 99 0.026 ; #flange
# elements
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# restraints
puts "restraints"
fix 3 1 1 1 1 0 1
fix 4 1 1 1 1 0 1
fix 5 1 1 1 1 0 1
fix 425 1 1 1 1 0 1
fix 426 1 1 1 1 0 1
fix 427 1 1 1 1 0 1
fix 429 1 1 1 1 0 1
fix 430 1 1 1 1 0 1
fix 431 1 1 1 1 0 1
fix 8 0 1 1 1 0 1
fix 9 0 1 1 1 0 1
fix 10 0 1 1 1 0 1
fix 603 0 1 1 1 0 1
fix 604 0 1 1 1 0 1
fix 605 0 1 1 1 0 1
fix 607 0 1 1 1 0 1
fix 608 0 1 1 1 0 1
fix 609 0 1 1 1 0 1
# loading
timeSeries Linear 1
pattern Plain 1 1 { ;# the middle node of the top flange
load 105 0 0 -1 0 0 0
}
puts "recorder"
recorder Node -file node_disp.out -time -node 105 108 102 100 91 82 73 64 316 305 294 283 272 -dof 1 2 3 disp;
puts "analysis"
constraints Plain
numberer Plain
system BandGeneral
test EnergyIncr 1.0e-6 100 2
algorithm Newton
analysis Static
integrator DisplacementControl 105 3 -0.001

set ok 0
set maxStep 50
set currentStep 1
while {$ok==0&&$currentStep<$maxStep} {

set ok [analyze 1 ];

set currentStep [expr $currentStep+1]
puts $currentStep
}

yes, particularly the buckling of the top flange due to the compression mechanism. I try to use ShellMITC4 and mesh the H steel beam. But it doesn't converge at the first step. Could you give me some suggestions?
Thank you very much!

Hello everyone, I want to build a model to simulate the vertical buckling of web of the H type girder when subjected to a vertical force. Fiber section and forceBeamColumn element are not able to simulate the buckling. Is there any way to do it in OpenSees? Thank you very much!

Hi guys,
I'm using a pair of twonodelink element to simulate a wood shear wall. I use the Fatigue material but it always failed at the first step, giving "material tag 3 failed from excessive strain", no matter how I set the maxstrain. By the way, the father material is SAWSMaterial. If I use the SAWSMaterial only, it works well. I read the source code of Fatigue from the svn,the following condition is the only part will give that warning:

if (trialStrain >= maxStrain || trialStrain <= minStrain) {
Cfailed = true;
opserr << "MFatigueMaterial: material tag " << this->getTag() << " failed from excessive strain\n";
DI = Dmax;
DL = Dmax;
return 0;
}
The strain of my element in first step is about 150, it is much smaller the default maxStrain 1e16. So please help me about that, thank you very much!

Following is my code:

wipe
puts "system"
model basic -ndm 3 -ndf 6
puts "node"
set h 0.91;
set s 1.82;
set l 1.21;
set h2 [expr $h*2];
set h3 [expr $h*3];
set s2 [expr $s*2];
set s3 [expr $s*3];
set l2 [expr $l*2];
set l3 [expr $l*3];
node 1 0 0 0
node 2 $s 0 0
node 3 $s 0 $h
node 4 $s 0 $h
node 17 0 0 $h
node 18 0 0 $h
puts "restrain"
fix 1 1 1 1 0 0 0;
fix 2 1 1 1 0 0 0;
puts "transf"
geomTransf Linear 1 1 0 0;
geomTransf Linear 2 0 0 1;
geomTransf Linear 3 0 0 1;
puts "element-beam&column"
set AC [expr 0.06*0.06];
set AB [expr 0.06*0.15];
set E 9500.0e10;
set G 1.5e10;
set JC [expr 0.141*0.06*pow(0.06,3)];# the torsional moment of the section
set JB [expr 0.249*0.15*pow(0.06,3)];
set Iyc [expr pow(0.06,4)/12];
set Izc [expr pow(0.06,4)/12];
set Iyb [expr 0.6*pow(0.15,3)/12]; #the second moment
set Izb [expr 0.15*pow(0.06,3)/12];
#element elasticBeamColumn $eleTag $iNode $jNode $A $E $G $J $Iy $Iz $transfTag
element elasticBeamColumn 1 1 18 $AC $E $G $JC $Iyc $Izc 1
element elasticBeamColumn 2 2 3 $AC $E $G $JC $Iyc $Izc 1
element elasticBeamColumn 3 17 4 $AC $E $G $JC $Iyb $Izb 2
puts "beam&column joint"


uniaxialMaterial ElasticMultiLinear 1 -strain [expr -0.03/$h] [expr -0.005/$h] 0.0 [expr 0.005/$h] [expr 0.03/$h] -stress [expr -1275.0/4] [expr -1025.0/4] 0.0 [expr 1025.0/4] [expr 1275.0/4];
uniaxialMaterial Elastic 9 1.0

element zeroLength 16 18 17 -mat 9 9 9 -dir 4 5 6
element zeroLength 17 3 4 -mat 9 9 9 -dir 4 5 6
puts "spring"
#K0-K5 follow the Fig 2.17 on page 39 of paper02 units N,M,Pa
#for shearwall
set F0 6000.5; #N
set F1 475.0
set S0 1181.4e3;#N/m
set S1 6.7e3
set S2 150.0e3
set S3 1008.2e3
set S4 15.0e3
set DU 0.100; #m
set alpha 0.6
set beta 1.1
set gama 1.2
set delta 0.8
#R0-R4 follow the fig of opensees SAWS guide
set R1 [expr $S1/$S0]
set R2 [expr -$S2/$S0]
set R3 [expr $S3/$S0]
set R4 [expr $S4/$S0]
# the shearwall parameters need to be turned into element parameters
set p1 [expr (pow($s,2)+pow($h,2))/(2*pow($s,2))];
set coss [expr $s/(sqrt(pow($s,2)+pow($h,2)))];
set sins [expr $h/(sqrt(pow($s,2)+pow($h,2)))];
set p2 [expr 1/(2*$coss)];
set sF0 [expr $p2*$F0];
set sF1 [expr $p2*$F1];
set sDU [expr $coss*$DU];
set sS0 [expr $p1*$S0];
uniaxialMaterial SAWSMaterial 2 $sF0 $sF1 $sDU $sS0 $R1 $R2 $R3 $R4 $alpha $beta $gama $delta;
#uniaxialMaterial Fatigue $matTag $tag <-dmax $dmax> <-E0 $E0> <-m $m> <-min $min> <-max $max>
uniaxialMaterial Fatigue 3 2 -min -50000 -max 50000

element twoNodeLink 38 17 2 -mat 3 9 9 9 9 9 -dir 1 2 3 4 5 6 -orient $coss 0 -$sins 0 1 0
element twoNodeLink 39 1 4 -mat 3 9 9 9 9 9 -dir 1 2 3 4 5 6 -orient $coss 0 $sins 0 1 0

puts "equal dof"
equalDOF 17 18 1 2 3
equalDOF 4 3 1 2 3

puts "recoeder"
recorder Node -file node4_disp.out -time -node 4 -dof 1 disp;
recorder Element -file ele38_f.out -time -ele 38 force;
recorder Element -file ele38_s.out -time -ele 38 strains;
recorder Element -file Damage.out -time -ele 38 material 3 damage

puts "load"
pattern Plain 1 Linear {
load 17 1 0 0 0 0 0
}
puts "analysis"
constraints Transformation
numberer Plain
system BandGeneral
test EnergyIncr 1.0e-6 100
algorithm Newton
analysis Static
integrator DisplacementControl 17 1 0.0001
analyze 5
integrator DisplacementControl 17 1 -0.0001
analyze 10
integrator DisplacementControl 17 1 0.0001
analyze 15
integrator DisplacementControl 17 1 -0.0001
analyze 20
integrator DisplacementControl 17 1 0.0001
analyze 25

If you get your cpp file from the opensees souce code, you should also add this-> before the parameters in the getCopy part. The transmit of parameters may go wrong if you dont do so, at least it happens in my file

AndongZhan wrote:
> Hello,i am a beginner of opensees,and my research is about timber
> structual.Recently,i want to simulate glulam frame-shear wall but have some
> difficulty.Unfortunately,nobody around me use this software.So,can i get
> your e-mail and consult some question.Thanks a lot!
wudi198911@gmail.com

Hello All,
The FatigueMaterial is used to decrease the stress of one material to 0 after several loading cycles. Is it possible to achieve the degradation of the strength of one material step by step rather than suddenly to 0 using FatigueMaterial? If not, any suggestions to achieve it? Thank you very much!

ViscousDamper Material，BilinearOilDamper Material，try it

Thank you very much! The region command should solve my problem to define different damping ratios in different parts.

Dear all,
I want to build a wood-concrete hybrid structure, and I'm confused about the setting of damping ratio. Should I input a single damping ratio and calculate the RayLeigh damping or should I set different damping ratio for the wood part and the concrete part? And if the later one, how to achieve it?
Thank you

Dear cgtymdrc,
May I ask how do you build the timber shear wall, specifically what material and element do you use ? Thank you very much
Best regards