Section Aggregator: Zeros in Section Recorder for Vy DOF

[haselton]

I am using the section aggregator to add a shear degree-of-freedom to the axial and flexural (two dimensional analysis).

Anytime I do this, I get zeros in recorder output for the shear degree-of-freedom at the section. This happens both when I add Vy to a fiber section of use three uniaxial materials to describe Mz, P, and Vy.

Example input line:
section Aggregator 1 2 P 3 Mz 4 Vy

Output at section:
-5.75867e-005 -4.48393e-008 0 -14396.7 -46368.7 0

Thank you for your help,

Curt

[silvia]

what does your recorder command say??

[haselton]

Hey Silvia,

Thanks for your help with this. My recorder is as follows:

recorder Element $eleNum -file FileName.out section $currentIntPointNum forceAndDeformation

(where eleNum is looped for all element numbers and currentIntPointNum is looped for 1-5)

Thanks again for your help,

Curt

[fmk]

you are using the dispBeamColumn (which does not take the shear into account) .. switch to the forceBeamColumn elemenet (nonlinearBeamColumn).

[haselton]

Hey Frank:

Thanks for your help.

Have a great day,

Curt

[mardemomen]

Hi fmk
How can model shear yielding in EBF's link by using section aggregator?
beams --> nonlinearBeamColumn with section Fiber
Thanks a lot
--------------------------------------------------------------------------------------------------
# 8 STORY STELL FRAME WITH ECCENTRIC BRACING
# OpenSees Primer
#
# Units : N , m , Kg , Sec
# --------------------------
# Start of model generation
# --------------------------
# Create ModelBuilder with 2 dimensions and 3 DOF/node
model BasicBuilder -ndm 2 -ndf 3
# --------------------------
# Create nodes
# tag X Y
node 1 0 0
node 2 5 0
node 3 10 0
node 4 0 3.5
node 5 2.15 3.5
node 6 2.85 3.5
node 7 5 3.5 -mass 73725 0 0
node 8 10 3.5
node 9 0 7
node 10 2.15 7
node 11 2.85 7
node 12 5 7 -mass 73725 0 0
node 13 10 7
node 14 0 10.5
node 15 2.15 10.5
node 16 2.85 10.5
node 17 5 10.5 -mass 73725 0 0
node 18 10 10.5
node 19 0 14
node 20 2.15 14
node 21 2.85 14
node 22 5 14 -mass 73725 0 0
node 23 10 14
node 24 0 17.5
node 25 2.15 17.5
node 26 2.85 17.5
node 27 5 17.5 -mass 73725 0 0
node 28 10 17.5
node 29 0 21
node 30 2.15 21
node 31 2.85 21
node 32 5 21 -mass 73725 0 0
node 33 10 21
node 34 0 24.5
node 35 2.15 24.5
node 36 2.85 24.5
node 37 5 24.5 -mass 73725 0 0
node 38 10 24.5
node 39 0 28
node 40 2.15 28
node 41 2.85 28
node 42 5 28 -mass 61875 0 0
node 43 10 28
# Set base constraints
fixY 0 1 1 1 -tol 0.1
# Define rigit link multi-point constraints
rigidLink -bar 7 4
rigidLink -bar 7 5
rigidLink -bar 7 6
rigidLink -bar 7 8
rigidLink -bar 12 9
rigidLink -bar 12 10
rigidLink -bar 12 11
rigidLink -bar 12 13
rigidLink -bar 17 14
rigidLink -bar 17 15
rigidLink -bar 17 16
rigidLink -bar 17 18
rigidLink -bar 22 19
rigidLink -bar 22 20
rigidLink -bar 22 21
rigidLink -bar 22 23
rigidLink -bar 27 24
rigidLink -bar 27 25
rigidLink -bar 27 26
rigidLink -bar 27 28
rigidLink -bar 32 29
rigidLink -bar 32 30
rigidLink -bar 32 31
rigidLink -bar 32 33
rigidLink -bar 37 34
rigidLink -bar 37 35
rigidLink -bar 37 36
rigidLink -bar 37 38
rigidLink -bar 42 39
rigidLink -bar 42 40
rigidLink -bar 42 41
rigidLink -bar 42 43
# Define materials for nonlinearl Columns & Beams
# --------------------------
uniaxialMaterial Steel01 1 2.354e8 2e11 0.05
# Define Beam sections
# --------------------------
section Fiber 1 {; #----- IPE400
patch quad 1 5 5 -0.2 -0.09 -0.1865 -0.09 -0.1865 0.09 -0.2 0.09
patch quad 1 10 4 -0.1865 -0.0043 0.1865 -0.0043 0.1865 0.0043 -0.1865 0.0043
patch quad 1 5 5 0.1865 -0.09 0.2 -0.09 0.2 0.09 0.1865 0.09
}
section Fiber 2 {; #----- IPE330
patch quad 1 5 5 -0.165 -0.08 -0.1535 -0.08 -0.1535 0.08 -0.165 0.08
patch quad 1 10 4 -0.1535 -0.00375 0.1535 -0.00375 0.1535 0.00375 -0.1535 0.00375
patch quad 1 5 5 0.1535 -0.08 0.165 -0.08 0.165 0.08 0.1535 0.08
}
section Fiber 3 {; #------ IPE300
patch quad 1 5 5 -0.15 -0.075 -0.1393 -0.075 -0.1393 0.075 -0.15 0.075
patch quad 1 10 4 -0.1393 -0.00355 0.1393 -0.00355 0.1393 0.00355 -0.1393 0.00355
patch quad 1 5 5 0.1393 -0.075 0.15 -0.075 0.15 0.075 0.1393 0.075
}
section Fiber 4 {; #----- IPE240
patch quad 1 5 5 -0.12 -0.06 -0.1102 -0.06 -0.1102 0.06 -0.12 0.06
patch quad 1 10 4 -0.1102 -0.0031 0.1102 -0.0031 0.1102 0.0031 -0.1102 0.0031
patch quad 1 5 5 0.1102 -0.06 0.12 -0.06 0.12 0.06 0.1102 0.06
}
section Fiber 5 {; #------ BOX250X250X20
patch quad 1 5 10 -0.125 -0.125 -0.105 -0.125 -0.105 0.125 -0.125 0.125
patch quad 1 5 10 0.105 -0.125 0.125 -0.125 0.125 0.125 0.105 0.125
patch quad 1 10 5 -0.105 -0.125 0.105 -0.125 0.105 -0.105 -0.105 -0.105
patch quad 1 10 5 -0.105 0.105 0.105 0.105 0.105 0.125 -0.105 0.125
}
section Fiber 6 {; #----- BOX200X200X20
patch quad 1 5 10 -0.1 -0.1 -0.08 -0.1 -0.08 0.1 -0.1 0.1
patch quad 1 5 10 0.08 -0.1 0.1 -0.1 0.1 0.1 0.08 0.1
patch quad 1 10 5 -0.08 -0.1 0.08 -0.1 0.08 -0.08 -0.08 -0.08
patch quad 1 10 5 -0.08 0.08 0.08 0.08 0.08 0.1 -0.08 0.1
}
section Fiber 7 {; #----- BOX150X150X15
patch quad 1 5 10 -0.075 -0.075 -0.06 -0.075 -0.06 0.075 -0.075 0.075
patch quad 1 5 10 0.06 -0.075 0.075 -0.075 0.075 0.075 0.06 0.075
patch quad 1 10 5 -0.06 -0.075 0.06 -0.075 0.06 -0.06 -0.06 -0.06
patch quad 1 10 5 -0.06 0.06 0.06 0.06 0.06 0.075 -0.06 0.075
}
section Fiber 8 {; #----- TUBE250X25
patch circ 1 24 3 0 0 0.10 0.125 0 360
}
section Fiber 9 {; #----- TUBE200X20
patch circ 1 24 3 0 0 0.08 0.10 0 360
}
# Coordinate transformation
geomTransf Linear 1
# --------------------------
# Create the nonlinear Beam & Column elements
# --------------------------
# Define Column elements
# --------------------------
element nonlinearBeamColumn 1 1 4 5 5 1
element nonlinearBeamColumn 2 4 9 5 6 1
element nonlinearBeamColumn 3 9 14 5 6 1
element nonlinearBeamColumn 4 14 19 5 7 1
element nonlinearBeamColumn 5 19 24 5 7 1
element nonlinearBeamColumn 6 24 29 5 7 1
element nonlinearBeamColumn 7 29 34 5 7 1
element nonlinearBeamColumn 8 34 39 5 7 1
element nonlinearBeamColumn 9 2 7 5 5 1
element nonlinearBeamColumn 10 7 12 5 5 1
element nonlinearBeamColumn 11 12 17 5 6 1
element nonlinearBeamColumn 12 17 22 5 6 1
element nonlinearBeamColumn 13 22 27 5 7 1
element nonlinearBeamColumn 14 27 32 5 7 1
element nonlinearBeamColumn 15 32 37 5 7 1
element nonlinearBeamColumn 16 37 42 5 7 1
element nonlinearBeamColumn 17 3 8 5 6 1
element nonlinearBeamColumn 18 8 13 5 6 1
element nonlinearBeamColumn 19 13 18 5 6 1
element nonlinearBeamColumn 20 18 23 5 6 1
element nonlinearBeamColumn 21 23 28 5 6 1
element nonlinearBeamColumn 22 28 33 5 6 1
element nonlinearBeamColumn 23 33 38 5 6 1
element nonlinearBeamColumn 24 38 43 5 6 1
# Define Beam elements
# --------------------------
element nonlinearBeamColumn 25 4 5 5 1 1
element nonlinearBeamColumn 26 9 10 5 1 1
element nonlinearBeamColumn 27 14 15 5 1 1
element nonlinearBeamColumn 28 19 20 5 1 1
element nonlinearBeamColumn 29 24 25 5 3 1
element nonlinearBeamColumn 30 29 30 5 3 1
element nonlinearBeamColumn 31 34 35 5 4 1
element nonlinearBeamColumn 32 39 40 5 4 1
element nonlinearBeamColumn 33 5 6 5 1 1
element nonlinearBeamColumn 34 10 11 5 1 1
element nonlinearBeamColumn 35 15 16 5 1 1
element nonlinearBeamColumn 36 20 21 5 1 1
element nonlinearBeamColumn 37 25 26 5 3 1
element nonlinearBeamColumn 38 30 31 5 3 1
element nonlinearBeamColumn 39 35 36 5 4 1
element nonlinearBeamColumn 40 40 41 5 4 1
element nonlinearBeamColumn 41 6 7 5 1 1
element nonlinearBeamColumn 42 11 12 5 1 1
element nonlinearBeamColumn 43 16 17 5 1 1
element nonlinearBeamColumn 44 21 22 5 1 1
element nonlinearBeamColumn 45 26 27 5 3 1
element nonlinearBeamColumn 46 31 32 5 3 1
element nonlinearBeamColumn 47 36 37 5 4 1
element nonlinearBeamColumn 48 41 42 5 4 1
element nonlinearBeamColumn 49 7 8 5 3 1
element nonlinearBeamColumn 50 12 13 5 3 1
element nonlinearBeamColumn 51 17 18 5 3 1
element nonlinearBeamColumn 52 22 23 5 2 1
element nonlinearBeamColumn 53 27 28 5 2 1
element nonlinearBeamColumn 54 32 33 5 2 1
element nonlinearBeamColumn 55 37 38 5 2 1
element nonlinearBeamColumn 56 42 43 5 3 1
# Define Brace elements
# --------------------------
element truss 57 1 5 8
element truss 58 4 10 8
element truss 59 9 15 8
element truss 60 14 20 8
element truss 61 19 25 8
element truss 62 24 30 8
element truss 63 29 35 9
element truss 64 34 40 9
element truss 65 2 6 8
element truss 66 7 11 8
element truss 67 12 16 8
element truss 68 17 21 8
element truss 69 22 26 8
element truss 70 27 31 8
element truss 71 32 36 9
element truss 72 37 41 9
# --------------------------
# Constant gravity loads
pattern Plain 1 Constant {
eleLoad -ele 25 33 41 49 -type -beamUniform -25192
eleLoad -ele 26 34 42 50 -type -beamUniform -25192
eleLoad -ele 27 35 43 51 -type -beamUniform -25192
eleLoad -ele 28 36 44 52 -type -beamUniform -25192
eleLoad -ele 29 37 45 53 -type -beamUniform -25192
eleLoad -ele 30 38 46 54 -type -beamUniform -25192
eleLoad -ele 31 39 47 55 -type -beamUniform -25192
eleLoad -ele 32 40 48 56 -type -beamUniform -18076
}
# Define earthquake excitation
# --------------------------
# Set up the acceleration records or Tabas earthquake
set record0401g "Path -filePath record0401g.txt -dt 0.02 -factor 9.81"
# Define the excitation using the Tabas ground motion records
pattern UniformExcitation 2 1 -accel $record0401g
# --------------------------
# Damping
rayleigh 0.453 0 0.00293 0
# End of model generation
# --------------------------
# --------------------------
# Start of analysis generation
# --------------------------
# Create the convergence test
test EnergyIncr 1.0e-8 20
# Create the solution algorithm
algorithm Newton
# Create the system of equation storage and solver
system SparseGeneral -piv
# Create the constraint handler
constraints Transformation
# Create the time integration scheme
# gamma beta
integrator Newmark 0.5 0.25
# Create the DOF numberer
numberer RCM
# Create the transient analysis
analysis Transient
# --------------------------
# End of analysis generation
# --------------------------
# --------------------------
# Start of recorder generation
# --------------------------
# Record DOF1 acceleration and displacement at story 1 - 20
# --------------------------
recorder Node -file story01accel.txt -time -node 7 -dof 1 accel
recorder Node -file story01disp.txt -time -node 7 -dof 1 disp
recorder Node -file story02accel.txt -time -node 12 -dof 1 accel
recorder Node -file story02disp.txt -time -node 12 -dof 1 disp
recorder Node -file story03accel.txt -time -node 17 -dof 1 accel
recorder Node -file story03disp.txt -time -node 17 -dof 1 disp
recorder Node -file story04accel.txt -time -node 22 -dof 1 accel
recorder Node -file story04disp.txt -time -node 22 -dof 1 disp
recorder Node -file story05accel.txt -time -node 27 -dof 1 accel
recorder Node -file story05disp.txt -time -node 27 -dof 1 disp
recorder Node -file story06accel.txt -time -node 32 -dof 1 accel
recorder Node -file story06disp.txt -time -node 32 -dof 1 disp
recorder Node -file story07accel.txt -time -node 37 -dof 1 accel
recorder Node -file story07disp.txt -time -node 37 -dof 1 disp
recorder Node -file story08accel.txt -time -node 42 -dof 1 accel
recorder Node -file story08disp.txt -time -node 42 -dof 1 disp
# --------------------------
# End of recorder generation
# --------------------------
# --------------------------
# Perform the analysis
# --------------------------
# Analysis duration of 40 Seconds
# numSteps dt
analyze 4000 0.01

[vesna]

I believe you can find example of section aggregator command in the example manual.

[mardemomen]

Hi vesna
I can't find an example of application of section aggregator for modelling shear yielding in EBFs.
please help me
I need it !

[vesna]

We do not have such specific example. I thought that you need a general example of a section aggregator command.