BasicBuilder

[enginbal]

Hi Silvia,

I want to model Brick8N elements placed into conventional frame elements (for infilled RC frame). In that case, I use

model BasicBuilder -ndm 3 -ndf 3

which is compatible with my brick elements but it creates problems with frame elements (mostly the Geometric Transform creates problems). If I justify it for frame elements (i.e. -ndm 2 -ndf 3), then it gives error for brick elements. How can I combine these two ?

Thanks,

[silvia]

frank can give you more on this, but i believe you build the frame using the model builder with 6 dofs, then you use the modelbuilder again with 3dofs to define your wall.
or viceversa...

[enginbal]

Thanks Silvia,

By the way, I have tried to use

model basic -ndm 3 -ndf 6

for frames and later

model basic -ndm 3 -ndf 3

for bricks. Now I got a different error;

"ForceBeamColumn3d::ForceBeamColumn3d -- no torsion detected in sections, continuing with element torsional stiffness GJ/L=1+e10ForceBeamColumn3d::setDomain<>:Nd2 or Nd1 incorrect dof --------"

Thanks again for your quick answer,

[silvia]

you had not assigned a torsional stiffness to your element/section.
if you're ok with the high stiffness assigned by default, you're on your way!!!

[enginbal]

You are right.

I used section Aggregator and combined the section properties with elastic torsional stiffness. Now, it is OK.

I still have the other error :

ForceBeamColumn3d::setDomain<>:Nd2 or Nd1 incorrect dof --------

What does it mean?

Thanks again...

[enginbal]

I understand why it gives that error. I define some struts between two nodes. One node is the node of the wall (3 dof) and the other one is frame's (6 dof). they are not compatible.

I do not know how to solve it.

[silvia]

how about some equal-dof constraints instead?

[enginbal]

Hi Silvia,

Thanks for your suggestion. I tried but no success. Here is the situation;

What I give below is a panel consisting 4x4 nonlin brick elements. It runs perfectly;

=======================================

model BasicBuilder -ndm 3 -ndf 3

#################### Nodes ###############################
node 1 0 0 0
node 2 0.7 0 0
node 3 1.4 0 0
node 4 2.1 0 0
node 5 2.8 0 0
node 6 0 0 0.7
node 7 0.7 0 0.7
node 8 1.4 0 0.7
node 9 2.1 0 0.7
node 10 2.8 0 0.7
node 11 0 0 1.4
node 12 0.7 0 1.4
node 13 1.4 0 1.4
node 14 2.1 0 1.4
node 15 2.8 0 1.4
node 16 0 0 2.1
node 17 0.7 0 2.1
node 18 1.4 0 2.1
node 19 2.1 0 2.1
node 20 2.8 0 2.1
node 21 0 0 2.8
node 22 0.7 0 2.8
node 23 1.4 0 2.8
node 24 2.1 0 2.8
node 25 2.8 0 2.8
node 26 0 -0.2 0
node 27 0.7 -0.2 0
node 28 1.4 -0.2 0
node 29 2.1 -0.2 0
node 30 2.8 -0.2 0
node 31 0 -0.2 0.7
node 32 0.7 -0.2 0.7
node 33 1.4 -0.2 0.7
node 34 2.1 -0.2 0.7
node 35 2.8 -0.2 0.7
node 36 0 -0.2 1.4
node 37 0.7 -0.2 1.4
node 38 1.4 -0.2 1.4
node 39 2.1 -0.2 1.4
node 40 2.8 -0.2 1.4
node 41 0 -0.2 2.1
node 42 0.7 -0.2 2.1
node 43 1.4 -0.2 2.1
node 44 2.1 -0.2 2.1
node 45 2.8 -0.2 2.1
node 46 0 -0.2 2.8
node 47 0.7 -0.2 2.8
node 48 1.4 -0.2 2.8
node 49 2.1 -0.2 2.8
node 50 2.8 -0.2 2.8


################### Fix supports ###############################
# tag DX DY DZ
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 26 1 0 1 1 1 1
fix 27 1 0 1 1 1 1
fix 28 1 0 1 1 1 1
fix 29 1 0 1 1 1 1
fix 30 1 0 1 1 1 1

fixY -0.2 0 1 0 0 0 0

equalDOF 1 26 1
equalDOF 2 27 1
equalDOF 3 28 1
equalDOF 4 29 1
equalDOF 5 30 1
equalDOF 6 31 1
equalDOF 7 32 1
equalDOF 8 33 1
equalDOF 9 34 1
equalDOF 10 35 1
equalDOF 11 36 1
equalDOF 12 37 1
equalDOF 13 38 1
equalDOF 14 39 1
equalDOF 15 40 1
equalDOF 16 41 1
equalDOF 17 42 1
equalDOF 18 43 1
equalDOF 19 44 1
equalDOF 20 45 1
equalDOF 21 46 1
equalDOF 22 47 1
equalDOF 23 48 1
equalDOF 24 49 1
equalDOF 25 50 1


set displayMode "displayON"

################### Elastic-plastic model ###############################
# von Mises model Yield surface
set ys "-VM"
# Potential surface
set ps "-VM"
# Scalar evolution law
set ES1 "-Leq "
#Tensorial evolution law
set ET1 "-Linear"
# Elastic model
nDMaterial ElasticCrossAnisotropic 1 3500000 2400000 0.3 0.3 930000

# EPState
set stressp "0 0 0 0 0 0 0 0 0"
set EPS "-NOD 1 -NOS 2 0.4 50 -stressp $stressp"

# Creating nDMaterial using Template Elastic-PLastic Model
nDMaterial Template3Dep 2 1 -YS $ys -PS $ps -EPS $EPS -ELS1 $ES1 -ELT1 $ET1

#################### Elements ###################
#element Brick8N $eletag $nd1 $nd2 $nd3 $nd4 $nd5 $nd6 $nd7 $nd8 $matTag $bf1 $bf2 $bf3 $massDens
element Brick8N 1 7 32 31 6 2 27 26 1 2 0 0 0 0
element Brick8N 2 8 33 32 7 3 28 27 2 2 0 0 0 0
element Brick8N 3 9 34 33 8 4 29 28 3 2 0 0 0 0
element Brick8N 4 10 35 34 9 5 30 29 4 2 0 0 0 0
element Brick8N 5 12 37 36 11 7 32 31 6 2 0 0 0 0
element Brick8N 6 13 38 37 12 8 33 32 7 2 0 0 0 0
element Brick8N 7 14 39 38 13 9 34 33 8 2 0 0 0 0
element Brick8N 8 15 40 39 14 10 35 34 9 2 0 0 0 0
element Brick8N 9 17 42 41 16 12 37 36 11 2 0 0 0 0
element Brick8N 10 18 43 42 17 13 38 37 12 2 0 0 0 0
element Brick8N 11 19 44 43 18 14 39 38 13 2 0 0 0 0
element Brick8N 12 20 45 44 19 15 40 39 14 2 0 0 0 0
element Brick8N 13 22 47 46 21 17 42 41 16 2 0 0 0 0
element Brick8N 14 23 48 47 22 18 43 42 17 2 0 0 0 0
element Brick8N 15 24 49 48 23 19 44 43 18 2 0 0 0 0
element Brick8N 16 25 50 49 24 20 45 44 19 2 0 0 0 0

#################### Loading ###################
pattern Plain 1 "Linear" {
# Create nodal loads at nodes 3 & 4
# nd FX FY FZ
load 21 -10.0 0.0 0.0 0 0 0
}
#################### Recorders ##################
recorder Node -file node.out -time -node 21 -dof 1 disp
recorder plot node.out "disp load" 10 10 700 600 -columns 2 1

#################### Analysis ##################
system BandGeneral
constraints Transformation
numberer RCM
# ------------ Tolerance MxStep Flag
test NormDispIncr 1.0e-5 100 5
algorithm Newton
# ---------------------- Node DOF Step
integrator DisplacementControl 21 1 0.001
analysis Static

analyze 28

vees
===========================================


I modify the code starting just before "loading", as given below. The below one has only one 0.70 m frame column next to the wall. The column is fixed on its base and connected to one node of the wall on top. (Just to simplfy the case). It does not run, it gives error saying that the element forces and deformations could not be calculated properly. If I cerate a whole frame, again it runs individually.

===========================================
model BasicBuilder -ndm 3 -ndf 3

#################### Nodes ###############################
node 1 0 0 0
node 2 0.7 0 0
node 3 1.4 0 0
node 4 2.1 0 0
node 5 2.8 0 0
node 6 0 0 0.7
node 7 0.7 0 0.7
node 8 1.4 0 0.7
node 9 2.1 0 0.7
node 10 2.8 0 0.7
node 11 0 0 1.4
node 12 0.7 0 1.4
node 13 1.4 0 1.4
node 14 2.1 0 1.4
node 15 2.8 0 1.4
node 16 0 0 2.1
node 17 0.7 0 2.1
node 18 1.4 0 2.1
node 19 2.1 0 2.1
node 20 2.8 0 2.1
node 21 0 0 2.8
node 22 0.7 0 2.8
node 23 1.4 0 2.8
node 24 2.1 0 2.8
node 25 2.8 0 2.8
node 26 0 -0.2 0
node 27 0.7 -0.2 0
node 28 1.4 -0.2 0
node 29 2.1 -0.2 0
node 30 2.8 -0.2 0
node 31 0 -0.2 0.7
node 32 0.7 -0.2 0.7
node 33 1.4 -0.2 0.7
node 34 2.1 -0.2 0.7
node 35 2.8 -0.2 0.7
node 36 0 -0.2 1.4
node 37 0.7 -0.2 1.4
node 38 1.4 -0.2 1.4
node 39 2.1 -0.2 1.4
node 40 2.8 -0.2 1.4
node 41 0 -0.2 2.1
node 42 0.7 -0.2 2.1
node 43 1.4 -0.2 2.1
node 44 2.1 -0.2 2.1
node 45 2.8 -0.2 2.1
node 46 0 -0.2 2.8
node 47 0.7 -0.2 2.8
node 48 1.4 -0.2 2.8
node 49 2.1 -0.2 2.8
node 50 2.8 -0.2 2.8


################### Fix supports ###############################
# tag DX DY DZ
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 26 1 0 1 1 1 1
fix 27 1 0 1 1 1 1
fix 28 1 0 1 1 1 1
fix 29 1 0 1 1 1 1
fix 30 1 0 1 1 1 1

fixY -0.2 0 1 0 0 0 0

equalDOF 1 26 1
equalDOF 2 27 1
equalDOF 3 28 1
equalDOF 4 29 1
equalDOF 5 30 1
equalDOF 6 31 1
equalDOF 7 32 1
equalDOF 8 33 1
equalDOF 9 34 1
equalDOF 10 35 1
equalDOF 11 36 1
equalDOF 12 37 1
equalDOF 13 38 1
equalDOF 14 39 1
equalDOF 15 40 1
equalDOF 16 41 1
equalDOF 17 42 1
equalDOF 18 43 1
equalDOF 19 44 1
equalDOF 20 45 1
equalDOF 21 46 1
equalDOF 22 47 1
equalDOF 23 48 1
equalDOF 24 49 1
equalDOF 25 50 1


set displayMode "displayON"

################### Elastic-plastic model ###############################
# von Mises model Yield surface
set ys "-VM"
# Potential surface
set ps "-VM"
# Scalar evolution law
set ES1 "-Leq "
#Tensorial evolution law
set ET1 "-Linear"
# Elastic model
nDMaterial ElasticCrossAnisotropic 1 3500000 2400000 0.3 0.3 930000

# EPState
set stressp "0 0 0 0 0 0 0 0 0"
# frict_angle_cof coh. coef.
set EPS "-NOD 1 -NOS 2 0.4 50 -stressp $stressp"

# Creating nDMaterial using Template Elastic-PLastic Model
nDMaterial Template3Dep 2 1 -YS $ys -PS $ps -EPS $EPS -ELS1 $ES1 -ELT1 $ET1

#################### Elements ###################
#element Brick8N $eletag $nd1 $nd2 $nd3 $nd4 $nd5 $nd6 $nd7 $nd8 $matTag $bf1 $bf2 $bf3 $massDens
element Brick8N 1 7 32 31 6 2 27 26 1 2 0 0 0 0
element Brick8N 2 8 33 32 7 3 28 27 2 2 0 0 0 0
element Brick8N 3 9 34 33 8 4 29 28 3 2 0 0 0 0
element Brick8N 4 10 35 34 9 5 30 29 4 2 0 0 0 0
element Brick8N 5 12 37 36 11 7 32 31 6 2 0 0 0 0
element Brick8N 6 13 38 37 12 8 33 32 7 2 0 0 0 0
element Brick8N 7 14 39 38 13 9 34 33 8 2 0 0 0 0
element Brick8N 8 15 40 39 14 10 35 34 9 2 0 0 0 0
element Brick8N 9 17 42 41 16 12 37 36 11 2 0 0 0 0
element Brick8N 10 18 43 42 17 13 38 37 12 2 0 0 0 0
element Brick8N 11 19 44 43 18 14 39 38 13 2 0 0 0 0
element Brick8N 12 20 45 44 19 15 40 39 14 2 0 0 0 0
element Brick8N 13 22 47 46 21 17 42 41 16 2 0 0 0 0
element Brick8N 14 23 48 47 22 18 43 42 17 2 0 0 0 0
element Brick8N 15 24 49 48 23 19 44 43 18 2 0 0 0 0
element Brick8N 16 25 50 49 24 20 45 44 19 2 0 0 0 0

#here the difference starts !!!!!!!!!!!!!!
model basic -ndm 3 -ndf 6
#nodes of the surrounding frame
node 51 0 0 0
node 52 0 0 0.7

fix 51 1 1 1 1 1 1

#connect the column to the wall
equalDOF 52 6 1 2 3

#################### Loading ###################
pattern Plain 1 "Linear" {
# Create nodal loads at nodes 3 & 4
# nd FX FY FZ
load 52 -10.0 0.0 0.0 0 0 0
}
#################### Recorders ##################
recorder Node -file node.out -time -node 52 -dof 1 disp
recorder plot node.out "disp load" 10 10 700 600 -columns 2 1

#################### Analysis ##################
system BandGeneral
constraints Transformation
numberer RCM
# ------------ Tolerance MxStep Flag
test NormDispIncr 1.0e-5 100 5
algorithm Newton
# ---------------------- Node DOF Step
integrator DisplacementControl 52 1 0.001
analysis Static

analyze 28===================================

[enginbal]

Ok. It is solved. I forgot to put the RC sections.

Thanks again...