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Now installed Python 3.6.1 in the location C:\Program Files\Python36 which is the one that VS2017 is searching for. I am still getting one more Linker fatal error:
2>LINK : fatal error LNK1181: cannot open input file 'tcl86t.lib'

tcl86t.lib is located in C:\Program Files\Python36\tcl. I changed the settings in OpenSeesPy project(Additional Include Directories and Additional Include Directories in Linker) to include that library and I am getting more errors now.

Any ideas why this is not working?

I am using Anaconda Python 3.6

Hello all,

I am trying to compile Opensees.sln but I am getting some errors because the header file python.h is not included in the directory. I found where the file python.h is located and I included the directory in OpenSeesPy project in order to compile the solution again. After that, I was still getting some errors, so I uninstalled Python from my Pc. I tried to compile again and I am still getting the same following error:

1>------ Build started: Project: OpenSees, Configuration: Debug x64 ------
2>------ Build started: Project: OpenSeesTk, Configuration: Debug x64 ------
3>------ Build started: Project: OpenSeesPy, Configuration: Debug x64 ------
3>PythonModule.cpp
3>c:\users\kyriakos\documents\sxoli\phd\opensees\opensees_developer\src\interpreter\pythonmodule.h(49): fatal error C1083: Cannot open include file: 'Python.h': No such file or directory
3>PythonWrapper.cpp
3>c:\users\kyriakos\documents\sxoli\phd\opensees\opensees_developer\src\interpreter\pythonwrapper.h(46): fatal error C1083: Cannot open include file: 'Python.h': No such file or directory
3>Generating Code...
3>Done building project "OpenSeesPy.vcxproj" -- FAILED.
2>LINK : warning LNK4075: ignoring '/INCREMENTAL' due to '/FORCE' specification
2>LINK : fatal error LNK1181: cannot open input file 'tcl86t.lib'
2>Done building project "OpenSeesTk.vcxproj" -- FAILED.
1>LINK : warning LNK4075: ignoring '/INCREMENTAL' due to '/FORCE' specification
1>LINK : fatal error LNK1181: cannot open input file 'tcl86t.lib'
1>Done building project "OpenSees.vcxproj" -- FAILED.
========== Build: 0 succeeded, 3 failed, 24 up-to-date, 0 skipped ==========


Is there a way to fix this issue?

Thanks
Kyriakos

Hello OpenSees Community,

I am trying to compile a new material in OpenSees. My goal is to modify the parameters of an existing uniaxial material PySimple1 which is suitable for soil-pipe interaction. I want to modify some of the parameters of the existing material, so they will match the experimental and analytical results extracted from soil-pipe interaction.

First, I tried to be familiarized with the compilation procedure, so I tried to compile the existing example ElasticPPcpp material. I followed all the steps in y Dr. Frank Mckenna's tutorial. Unfortunately, I am getting a fatal error when I am trying to compile that material. The message I am getting is the following:

1>LINK : fatal error LNK1561: entry point must be defined
1>Done building project "ElasticPPcpp.vcxproj" -- FAILED.
========== Build: 0 succeeded, 1 failed, 0 up-to-date, 0 skipped ==========

Is there anyone can help me with this type of error?

The version of VS I am using is VS2017 and my OS is 64 bit.

Regards,
Kyriakos

Yes i thought of that but there is an issue. When the base motion is horizontal, the base nodes are restrained in vertical translation DOF. I removed that vertical restrain so i can apply vertical force directly to them, put the Lysmer dashpots in vertical direction and use Vp instead of Vs for their constant.
Now i can apply a vertical force but the base nodes are unsupported since i removed their vertical restrain.
I tried to do this but the base nodes slowly go down during the analysis since the only force resisting to their vertical move downwards is the viscous force from the dampers.

I don't know if that is correct from physical point of view but is there a way to restrain that nodes, for example by using some vertical springs at the base?

Hello,
I have read the example in Opensees site for the 2D Dynamic effective stress analysis of a slope. At this example earthquake is simulated as a horizontal Force History at the base of the soil domain, with Lysmer dashpots to represent the underlying rock.

My question: Is it possible to apply Vertical ground motion with that method at the base of soil as a Force History?

If it’s not possible to apply Vertical ground motion with that method, is there any other way to do this?

Thank you for your time!

Hello Everyone

I have a question
I want to perform a dynamic earthquake analysis of a steel pipe that has an initial condition besides its own weight and a uniform internal pressure. The pipe has high ratio radius/wall thickness, so it should behave as a thin shell with only membrane DOFS. I understand that there is no cylindrical element in OpenSees, so will try to approximate the circle with a lot of rectangular elements along the surface.
1) My question is which is the most suitable element for this problem? Shell element seems not the best choice, since it has 6 DOFs but i only need the membrane DOFs.
2) Is it possible to apply the Internal Pressure as Initial Condition State with the InitialStateAnalysisWrapper material so I can have some initial stresses in the material without any initial nodal displacements? I see that is possible for gravity loading from the excavation pile example, but my situation differs and I would like to ask.

Thank you in Advance.

Thank you very much.
I understand now what i was doing wrong and i will try to fix it. You 've been very helpful!

Yes you are correct in the second step i am trying to apply the response as an equal force (Peff) in a smaller model with 9 elements instead of the original model which has 13 elements (thats why original Coordinate y is 4.0 in 2nd model). According to DRM theory if i apply the correct equal force in the boundary of the smaller model i should get identical response as in the 1st whole model.
You can see this small model in "Nonlinear Finite Element Analysis of Dynamic Soil-Foundation-Structure Interaction" by Presisig and Jeremic 2005 , page 16

In case of this works i can model only the smaller domain and put a structure inside to study the SSI. In my case i want to study the dynamic response of a natural gas pipe which is very long and the far field is very large.
So in step 1 i solve the far field once with no structure, and in step 2 i can model my structure with a smaller domain model with the correct boundary forces Peff.

That is the best explanation i can give. If anyone is familiar with this DRM method and can provide me some instructions i will be very grateful
Thank you!

Hello,

I am sorry for posting here, but the Soil Modeling section is locked and i can't post there.I am a post-Graduate student at Upatras, Greece and my problem is that want to model a 2D soil domain with the Domain Reduction Method (DRM). At first i want to verify the method by modeling a single Elastic 1D layer which is identical to the first example of this SFSI draft report (Nonlinear Finite Element Analysis of Dynamic Soil-Foundation-Structure Interaction) by Presisig and Jeremic 2005, which was also modeled with OpenSees.
According to the DRM method i can perform 1st analysis with the whole free field soil domain, and then record the response to a smaller boundary. Then i do not have to model all the soil domain, but only the inner boundary by i applying the boundary conditions at the inner boundary nodes. The condition that i apply in the second analysis is a ForceHistory which is found by multiplying the VelocityHistory of node with (Vs*ρsoil*Abase).The velocity History of boundary node was recorded during the whole model analysis.
Now the second analysis with the smaller domain should give identical results with the 1st one without any structure interacting with the soil, and similar results if i model a structure.
The problem is that when i try to apply this simple example, the velocity recorded at the boundary node in 2nd analysis is differs a lot from the original analysis for some reason.
Is there any possibility to provide me with a simple example of this method or give me some explanations to verify it so i can model a larger domain? Also here are the 2 scripts. I would appreciate it if you can look them and tell me if i am doing anything wrong.

Thank you for your Time.


Here is the code for the two different analysis

1)

model BasicBuilder -ndm 3 -ndf 3

set nodesInfo [open nodesInfo.dat w]

set elementInfo [open elementInfo.dat w]

set meshFile [open column.flavia.msh w]
puts $meshFile "MESH ffBrick dimension 3 ElemType Hexahedra Nnode 8"
puts $meshFile "Coordinates"

puts $meshFile "#node_number coord_x coord_y coord_z "


set LengthX 1.0
set LengthY 1.0
set LengthZ 1.0

set totLength 13.0
set nEleY 13
set nNodesY [expr $nEleY+1]






model BasicBuilder -ndm 3 -ndf 3

set CoordY 0.0

for {set i 1} {$i <= [expr $nNodesY*4]} {incr i 4} {
node $i 0.0 $CoordY 0.0
node [expr $i+1] $LengthX $CoordY 0.0
node [expr $i+2] $LengthX $CoordY $LengthZ
node [expr $i+3] 0.0 $CoordY $LengthZ



puts $nodesInfo "$i 0.0 $CoordY 0.0"
puts $nodesInfo "[expr $i+1] $LengthX $CoordY 0.0"
puts $nodesInfo "[expr $i+2] $LengthX $CoordY $LengthZ"
puts $nodesInfo "[expr $i+3] 0.0 $CoordY $LengthZ"

puts $meshFile "$i 0.0 $CoordY 0.0"
puts $meshFile "[expr $i+1] $LengthX $CoordY 0.0"
puts $meshFile "[expr $i+2] $LengthX $CoordY $LengthZ"
puts $meshFile "[expr $i+3] 0.0 $CoordY $LengthZ"

set CoordY [expr $CoordY+$LengthY]
}

for {set i 5} {$i <= [expr $nNodesY*4]} {incr i 4} {
fix $i 0 1 1
fix [expr $i+1] 0 1 1
fix [expr $i+2] 0 1 1
fix [expr $i+3] 0 1 1

}

fix 1 0 1 1
fix 2 0 1 1
fix 3 0 1 1
fix 4 0 1 1


for {set i 1} {$i <= [expr $nNodesY*4]} {incr i 4} {

equalDOF $i [expr $i+1] 1 2 3
equalDOF $i [expr $i+2] 1 2 3
equalDOF $i [expr $i+3] 1 2 3

}



set nNodesSoil [expr $nNodesY*4]
set c1 $nNodesSoil






puts $meshFile "end coordinates"
puts $meshFile " "
puts $meshFile "Elements"
puts $meshFile "# element node1 node2 node3 node4 node5 node6 node7 node8"


model BasicBuilder -ndm 3 -ndf 3

# poisson's ratio of soil
set PoissonSoil 0.35
# soil elastic modulus (kPa)
set Esoil 1944
# soil shear modulus (KPa)
set Gsoil [expr $Esoil/(2*(1+$PoissonSoil))]
# soil mass density (Mg/m^3)
set rho 1.8
# soil shear wave velocity (m/s)
set Vs [expr sqrt($Gsoil/$rho)]
# Element Volume
set EleVol [expr $LengthX*$LengthY*$LengthZ]
# bedrock shear wave velocity (m/s)
set rockVS 760
# bedrock mass density (Mg/m^3)
set rockDen 2.4
# Base area (m^2)
set AreaBase [expr $LengthX*$LengthZ]
# Load factor at base
set Cfactor [expr $AreaBase*$rockDen*$rockVS]

nDMaterial ElasticIsotropic 1 $Esoil $PoissonSoil $rho

set c2 1
for {set i 1} {$i <= [expr 4*$nEleY]} {incr i 4} {
element SSPbrick $c2 $i [expr $i+1] [expr $i+2] [expr $i+3] [expr $i+4] [expr $i+5] [expr $i+6] [expr $i+7] 1
puts $elementInfo "$c2 $i [expr $i+1] [expr $i+2] [expr $i+3] [expr $i+4] [expr $i+5] [expr $i+6] [expr $i+7]"
puts $meshFile "$c2 $i [expr $i+1] [expr $i+2] [expr $i+3] [expr $i+4] [expr $i+5] [expr $i+6] [expr $i+7]"
set c2 [expr $c2+1]
}

puts $meshFile "end elements"






recorder Node -file disp.out -time -nodeRange 1 [expr $c1] -dof 1 2 3 disp
recorder Node -file acceTop.out -node [expr $c1] -dof 1 accel
recorder Node -file acceBase.out -node 1 -dof 1 accel
recorder Node -file dispTop.out -time -node [expr $c1] -dof 1 disp
recorder Node -file dispBase.out -node 1 -dof 1 disp

recorder Node -file dispBound.out -node 20 -dof 1 disp
recorder Node -file velBound.out -node 20 -dof 1 vel
recorder Node -file acceBound.out -node 20 -dof 1 accel

set SineT 1.0

set pi [expr 2*asin(1)]

timeSeries Trig 1 0 5 $SineT -factor $Cfactor

pattern Plain 1 1 {
load 1 1.0 0.0 0.0
}



recorder display "OpenSees Real Time" 20 20 700 700 -wipe
prp [expr 1.0/2.0] [expr 13/2.0] 1
vup 0 1 0
vpn 0 0 1
viewWindow [expr -10] [expr 10] [expr -5] [expr 20]
display 2 10 1



integrator Newmark 0.5 0.25
numberer RCM
system FullGeneral
constraints Transformation
test NormDispIncr 1e-5 100 1
algorithm ModifiedNewton
analysis Transient

analyze 250 0.02




2)
model BasicBuilder -ndm 3 -ndf 3

set nodesInfo [open nodesInfo.dat w]

set elementInfo [open elementInfo.dat w]

set meshFile [open column.flavia.msh w]
puts $meshFile "MESH ffBrick dimension 3 ElemType Hexahedra Nnode 8"
puts $meshFile "Coordinates"

puts $meshFile "#node_number coord_x coord_y coord_z "


set LengthX 1.0
set LengthY 1.0
set LengthZ 1.0

set totLength 9.0
set nEleY 9
set nNodesY [expr $nEleY+1]






model BasicBuilder -ndm 3 -ndf 3

set CoordY 4.0

for {set i 17} {$i <= [expr $nNodesY*4+16]} {incr i 4} {
node $i 0.0 $CoordY 0.0
node [expr $i+1] $LengthX $CoordY 0.0
node [expr $i+2] $LengthX $CoordY $LengthZ
node [expr $i+3] 0.0 $CoordY $LengthZ



puts $nodesInfo "$i 0.0 $CoordY 0.0"
puts $nodesInfo "[expr $i+1] $LengthX $CoordY 0.0"
puts $nodesInfo "[expr $i+2] $LengthX $CoordY $LengthZ"
puts $nodesInfo "[expr $i+3] 0.0 $CoordY $LengthZ"

puts $meshFile "$i 0.0 $CoordY 0.0"
puts $meshFile "[expr $i+1] $LengthX $CoordY 0.0"
puts $meshFile "[expr $i+2] $LengthX $CoordY $LengthZ"
puts $meshFile "[expr $i+3] 0.0 $CoordY $LengthZ"

set CoordY [expr $CoordY+$LengthY]
}

for {set i 17} {$i <= [expr $nNodesY*4+16]} {incr i 4} {
fix $i 0 1 1
fix [expr $i+1] 0 1 1
fix [expr $i+2] 0 1 1
fix [expr $i+3] 0 1 1

}




for {set i 17} {$i <= [expr $nNodesY*4+16]} {incr i 4} {

equalDOF $i [expr $i+1] 1 2 3
equalDOF $i [expr $i+2] 1 2 3
equalDOF $i [expr $i+3] 1 2 3

}



set nNodesSoil [expr $nNodesY*4]
set c1 $nNodesSoil


# poisson's ratio of soil
set PoissonSoil 0.35
# soil elastic modulus (kPa)
set Esoil 1944
# soil shear modulus (KPa)
set Gsoil [expr $Esoil/(2*(1+$PoissonSoil))]
# soil mass density (Mg/m^3)
set rho 1.8
# soil shear wave velocity (m/s)
set Vs [expr sqrt($Gsoil/$rho)]
# Element Volume
set EleVol [expr $LengthX*$LengthY*$LengthZ]
# bedrock shear wave velocity (m/s)
set rockVS 760
# bedrock mass density (Mg/m^3)
set rockDen 2.4
# Base area (m^2)
set AreaBase [expr $LengthX*$LengthZ]
# Load factor at base
set Cfactor [expr $AreaBase*$rho*$Vs]



puts $meshFile "end coordinates"
puts $meshFile " "
puts $meshFile "Elements"
puts $meshFile "# element node1 node2 node3 node4 node5 node6 node7 node8"


model BasicBuilder -ndm 3 -ndf 3



nDMaterial ElasticIsotropic 1 $Esoil $PoissonSoil $rho

set c2 1
for {set i 17} {$i <= [expr 4*$nEleY+16]} {incr i 4} {
element SSPbrick $c2 $i [expr $i+1] [expr $i+2] [expr $i+3] [expr $i+4] [expr $i+5] [expr $i+6] [expr $i+7] 1
puts $elementInfo "$c2 $i [expr $i+1] [expr $i+2] [expr $i+3] [expr $i+4] [expr $i+5] [expr $i+6] [expr $i+7]"
puts $meshFile "$c2 $i [expr $i+1] [expr $i+2] [expr $i+3] [expr $i+4] [expr $i+5] [expr $i+6] [expr $i+7]"
set c2 [expr $c2+1]
}

puts $meshFile "end elements"






recorder Node -file disp.out -time -nodeRange 17 [expr $c1+16] -dof 1 2 3 disp
recorder Node -file acceTop1.out -node [expr $c1+16] -dof 1 accel
recorder Node -file acceBase1.out -node 20 -dof 1 accel
recorder Node -file dispTop1.out -time -node [expr $c1+16] -dof 1 disp
recorder Node -file dispBase1.out -node 20 -dof 1 disp

recorder Node -file velBase2.out -node 20 -dof 1 disp



set velHistory velBound.out
timeSeries Path 1 -dt 0.02 -filePath $velHistory -factor $Cfactor

pattern Plain 1 1 {
load 20 1.0 0.0 0.0
}



recorder display "OpenSees Real Time" 20 20 700 700 -wipe
prp [expr 1.0/2.0] [expr 13/2.0] 1
vup 0 1 0
vpn 0 0 1
viewWindow [expr -10] [expr 10] [expr -5] [expr 20]
display 2 10 1



integrator Newmark 0.5 0.25
numberer RCM
system SparseGeneral
constraints Transformation
test NormDispIncr 1e-6 400 1
algorithm KrylovNewton
analysis Transient

analyze 250 0.02


Script 2 need the velocityHistory of boundary node to work