The OpenSees Community

There is n't anybody to help me?

Hi,
I want to model a concrete beam with fiber.The length of the beam is 2 m and has got 2 pint load in each (2/3) 0.6667 m.
I used 2 bars at the bottom of beam its diameter is 20 mm
I think my analysis didn't correct.
1- how can I use fiber in concrete?
2- how can I get Moment-Curvature diagram?
3- how can I get Strain-Stress diagram?
4- I used (eleLoad -ele 1 2 -type beamPoint 500 0.6667 1.3334) commend for imply 2 pint load, is it correct?

Please help me.

Hello,
I want to model a concrete beam with fiber.The length of the beam is 2 m and has got 2 pint load in each (2/3) 0.6667 m.
I used 2 bars at the bottom of beam its diameter is 20 mm
I think my analysis didn't correct.
1- how can I use fiber in concrete?
2- how can I get Moment-Curvature diagram?
3- how can I get Strain-Stress diagram?
4- I used (eleLoad -ele 1 2 -type beamPoint 500 0.6667 1.3334) commend for imply 2 pint load, is it correct?

I put all my file here.
Please help me.




# Units: kn, m
# Define model builder
# --------------------
model BasicBuilder -ndm 2 -ndf 3
# Define materials for nonlinear columns
# ------------------------------------------
# CONCRETE tag f'c ec0 f'cu ecu
puts "ok 1"
# Core concrete (confined)
uniaxialMaterial Concrete01 1 30000 -0.004 -5.0 -0.014

# Cover concrete (unconfined)
uniaxialMaterial Concrete01 2 30000 -0.004 -5.0 -0.014
puts "ok 2"

# STEEL
# Reinforcing steel
set fy 240000; # Yield stress
set E 200000000; # Young's modulus
# tag fy E0 b

puts "ok 3"

uniaxialMaterial Steel01 3 $fy $E 0.01

puts "ok 4"

# Define cross-section for nonlinear columns
# ------------------------------------------
# set some parameters
set bWidth 0.2
set bDepth 0.1
set cover 0.02
set As 0.000314; # area of no. 20 mm

puts "ok 5"

# some variables derived from the parameters
set by1 [expr $bDepth/2.0]
set bz1 [expr $bWidth/2.0]

puts "ok 6"

section Fiber 1 {
# Create the concrete core fibers
patch rect 1 10 1 [expr $cover-$by1] [expr $cover-$bz1] [expr $cover-$by1] [expr $bz1-$cover] [expr $by1-$cover] [expr $bz1-$cover] [expr $by1-$cover] [expr $cover-$bz1]

# Create the concrete cover fibers (top, bottom, left, right)
patch rect 2 10 1 [expr $by1-$cover] -$bz1 [expr $by1-$cover] $bz1 $by1 $bz1 $by1 -$bz1
patch rect 2 10 1 [expr $cover-$by1] -$bz1 [expr $cover-$by1] [expr $cover-$bz1] [expr $by1-$cover] [expr $cover-$bz1] [expr $by1-$cover] -$bz1
patch rect 2 2 1 -$by1 -$bz1 -$by1 $bz1 [expr $cover-$by1] $bz1 [expr $cover-$by1] -$bz1
patch rect 2 2 1 [expr $cover-$by1] [expr $bz1-$cover] [expr $cover-$by1] $bz1 [expr $by1-$cover] $bz1 [expr $by1-$cover] [expr $bz1-$cover];

puts "ok 7"

# Create the reinforcing fibers (left, middle, right)
layer straight 3 2 $As [expr $cover-$by1] [expr $cover-$bz1] [expr $cover-$by1] [expr $bz1-$cover] # -0.08 -.1 0.08 0.1
}

puts "ok 8"

# Estimate yield curvature
# (Assuming no axial load and only top and bottom steel)
set d [expr $bDepth-$cover] ; # d -- from cover to rebar
set epsy [expr $fy/$E] ; # steel yield strain
set Ky [expr $epsy/(0.7*$d)]

# Print estimate to standard output
puts "Estimated yield curvature: $Ky"

puts "ok 9"


# Define two nodes at (0,0)
node 1 0.0 0.0
node 2 2.0 0.0

puts "ok 10"

# Fix all degrees of freedom except axial and bending at node 2

fix 1 1 1 0
fix 2 1 1 0

puts "ok 11"

geomTransf Linear 2

puts "ok 12"

# Define element
element nonlinearBeamColumn 1 1 2 5 1 2
#element zeroLengthSection 1 1 2 1

puts "ok 13"

# Create recorder
recorder Node -file section.out -time -node 2 -dof 3 disp

puts "ok 14"

# Define constant axial load
pattern Plain 1 Constant {
eleLoad -ele 1 2 -type beamPoint 500 0.6667 1.3334
}

puts "ok 15"
# Define analysis parameters
integrator LoadControl 0.1
system BandGeneral
test NormUnbalance 1.0e-6 25
numberer RCM
constraints Transformation
algorithm Newton
analysis Static

# Do one analysis for constant axial load
analyze 10

puts "ok 16"

thank you very much.it works

could you run all of the above codes by yourself and check the problem please?
I need ur help.

I modeled 2D. I tried to use Ridig Diaphram and equalDOF 10 20 1
but it doesn't work.

######################### Model Class ########################
wipe

set GMdir "GMfiles"; # ground-motion file directory
source LibUnits.tcl; # define basic and system units




######################### Dimansion ######################
model basic -ndm 2 -ndf 3

puts "ok 1"
######################## Nodes #######################
node 1 0.0 0.0; # First Fix Support #
node 2 5.0 0.0 # second Fix Support #
node 3 9.0 0.0 #-mass 4.0 0.0 0.0
node 4 0.0 3.0 #-mass 4.0 0.0 0.0
node 5 5.0 3.0 #-mass 4.0 0.0 0.0
node 6 9.0 3.0 #-mass 4.0 0.0 0.0
node 7 0.0 6.0 #-mass 0.0 0.0 0.0
node 8 5.0 6.0 #-mass 0.0 0.0 0.0
node 9 9.0 6.0 #-mass 0.0 0.0 0.0
node 10 0.0 9.0 #-mass 0.0 0.0 0.0
node 11 5.0 9.0 #-mass 0.0 0.0 0.0
node 12 9.0 9.0 #-mass 0.0 0.0 0.0

puts "ok 2"
########################## Support ########################
fix 1 1 1 1
fix 2 1 1 1
fix 3 1 1 1

puts "ok 3"
########################## EqualDof #######################1 2 mafsal mikonad#
equalDOF 4 3 1 2
equalDOF 5 14 1 2
equalDOF 5 15 1 2
equalDOF 6 16 1 2
equalDOF 7 17 1 2
equalDOF 8 18 1 2
equalDOF 8 19 1 2
equalDOF 9 20 1 2
equalDOF 10 21 1 2
equalDOF 11 22 1 2
equalDOF 11 23 1 2
equalDOF 12 24 1 2

puts "ok 4"
########################## rigid link beam ################
rigidLink beam 4 5 # connect node 3 to node 4 via a rigid link-beam #
rigidLink beam 4 6
rigidLink beam 7 8
rigidLink beam 7 9
rigidLink beam 10 11
rigidLink beam 10 12

puts "ok 5"
########################## Material ##fy=235359.605##E=200100000##b=0.02##
uniaxialMaterial Steel01 1 24 2 0.02

puts "ok 6"
########################## section #########################aval (y) bad (z) #
section Fiber 1 {
patch quad 1 5 4 0.05 -0.05 0.05 0.05 0.06 0.05 0.06 -0.05
patch quad 1 3 10 -0.05 -0.005 -0.05 0.005 0.05 0.005 0.05 -0.005
patch quad 1 5 4 -0.06 -0.05 -0.06 0.05 -0.05 0.05 -0.05 -0.05
}

puts "ok 7"
#

################################## Column 1 ## Beam 2 #
geomTransf PDelta 1
geomTransf Linear 2

puts "ok 8"

puts "ok 9"
############################################## Nonlinear Beam - column Element ######

element nonlinearBeamColumn 1 1 4 5 1 1
element nonlinearBeamColumn 2 2 5 5 1 1
element nonlinearBeamColumn 3 3 6 5 1 1
element nonlinearBeamColumn 4 4 5 5 1 2
element nonlinearBeamColumn 5 5 6 5 1 2
element nonlinearBeamColumn 6 4 7 5 1 1
element nonlinearBeamColumn 7 5 8 5 1 1
element nonlinearBeamColumn 8 6 9 5 1 1
element nonlinearBeamColumn 9 7 8 5 1 2
element nonlinearBeamColumn 10 8 9 5 1 2
element nonlinearBeamColumn 11 7 10 5 1 1
element nonlinearBeamColumn 12 8 11 5 1 1
element nonlinearBeamColumn 13 9 12 5 1 1
element nonlinearBeamColumn 14 10 11 5 1 2
element nonlinearBeamColumn 15 11 12 5 1 2

puts "ok 10"
######################## Path time series ##### baray moshakhas kardan bare zelzele#######292#


pattern Plain 1 Linear { ; # define LoadPattern 1. impose load in a linear manner
load 5 100.0 0.0 20.0; # apply force and moment at node 5
}

puts "ok 11"
################################################ Record #############303#
recorder Node -file dataDir/NodeDis5.out -time -node 5 -dof 1 disp
recorder Node -file dataDir/Node6.eig -time -node 6 -dof 1 "eigen 1"
recorder Node -file dataDir/RNode.out -time -node 1 2 -dof 1 reaction
recorder Drift -file dataDir/drift.out -time -inode 3 4 -jnode 5 6 -dof 1 perpDrin 2
recorder Element -file dataDir/ele2local.out -time -ele 2 localForce
recorder Element -file dataDir/ele2local.out -time -ele 2 globalForce
recorder Element -file ele1trusslocal.out -time -ele 1 localForce
recorder display push 10 10 500 500 #? it has got problem #
prp 4.0 6.0
vup 0 1 0
display 1 5 200
recorder plot node6.out push 525 10 400 400 -column 2 1;


puts "ok 12"
##################################################### analysis ##########318# pushover

constraints Transformation
numberer RCM
system BandGeneral
test NormDispIncr 1.0e-6 100 3
algorithm Newton
integrator DisplacementControl 3 1 0.1 ### in baray push hast#integrator DisplacementControl $nodeTag $dofTag $dU1(meghdar taghir makani ke bayad bedahim 20cm ast- 200*0.0001=20cm) <$Jd $minDu $maxDu>
analysis Static
analyze 100

puts "ok 13"
################################################

######################## Nodes #######################
node 1 0.0 0.0
node 2 5.0 0.0
node 3 9.0 0.0
node 4 0.0 3.0
node 5 5.0 3.0
node 6 9.0 3.0
node 7 0.0 6.0
node 8 5.0 6.0
node 9 9.0 6.0
node 10 0.0 9.0
node 11 5.0 9.0
node 12 9.0 9.0

I used it for other node such as 12 but it doesn't work as well.

it is in the model.
no it doesn't work.

these is problem about this commend. i can not find out how to correct it.
pleas help me.

integrator DisplacementControl 5 1 0.1

this is its error :
can't read "nodeTag": no such variable

the number 5 at the first parameter is a joint.

########################## Model Class ########################
wipe

set GMdir "GMfiles"; # ground-motion file directory
source LibUnits.tcl; # define basic and system units




######################### Dimansion ######################
model basic -ndm 2 -ndf 3

puts "ok 1"
######################## Nodes #######################
node 1 0.0 0.0; # First Fix Support #
node 2 4.0 0.0 # second Fix Support #
node 3 0.0 3.0 -mass 4.0 0.0 0.0
node 4 4.0 3.0 -mass 4.0 0.0 0.0
node 5 0.0 6.0 -mass 4.0 0.0 0.0
node 6 4.0 6.0 -mass 4.0 0.0 0.0
node 7 0.0 0.0 -mass 0.0 0.0 0.0
node 8 4.0 3.0 -mass 0.0 0.0 0.0
node 9 4.0 3.0 -mass 0.0 0.0 0.0
node 10 4.0 0.0 -mass 0.0 0.0 0.0
node 11 2.0 1.5 -mass 0.0 0.0 0.0
node 12 2.0 1.5 -mass 0.0 0.0 0.0
node 13 0.0 3.0 -mass 0.0 0.0 0.0
node 14 0.0 3.0 -mass 0.0 0.0 0.0

puts "ok 2"
########################## Support ########################
fix 1 1 1 1
fix 2 1 1 1

puts "ok 3"
########################## EqualDof ######################
equalDOF 1 5 1 2
equalDOF 2 10 1 2
equalDOF 3 6 1 2
equalDOF 3 7 1 2
equalDOF 4 8 1 2
equalDOF 4 9 1 2
equalDOF 11 12 1 2

puts "ok 4"
########################## rigid link beam ################
rigidLink beam 3 4 # connect node 3 to node 4 via a rigid link-beam #
rigidLink beam 5 6

puts "ok 5"
########################## Material ##fy=235359.605##E=200100000##b=0.02##
uniaxialMaterial Steel01 1 235359.605 200100000 0.02
uniaxialMaterial Viscous 2 0.05 25 ### 0.05 25 ?##

puts "ok 6"
########################## section ########################
section Fiber 1 {
patch quad 1 5 4 0.05 -0.05 0.05 0.05 0.06 0.05 0.06 -0.05
patch quad 1 3 10 -0.05 -0.005 -0.05 0.005 0.05 0.005 0.05 -0.005
patch quad 1 5 4 -0.06 -0.05 -0.06 0.05 -0.05 0.05 -0.05 -0.05
}


section Fiber 2 {
patch quad 2 5 3 0.05 -0.02 0.05 0.03 0.06 0.03 0.06 -0.02
patch quad 2 3 8 -0.05 -0.02 -0.05 -0.01 0.05 -0.01 0.05 -0.02
patch quad 2 5 3 -0.06 -0.02 -0.06 0.03 -0.05 0.03 -0.05 -0.02
}
puts "ok 7"


########################## Transfer ################################## Column 1 ## Beam 2 # Brace 3 #

geomTransf PDelta 1
geomTransf Linear 2
geomTransf Corotational 3

puts "ok 8"

######################### Brace ##################element truss#

element truss 1 1 11 0.003 2
element truss 2 3 12 0.003 2
element truss 3 9 11 0.003 2
element truss 10 2 12 0.003 2


puts "ok 9"
############################################## Nonlinear Beam - column Element ######

element nonlinearBeamColumn 4 1 3 5 1 1
element nonlinearBeamColumn 5 2 4 5 1 1
element nonlinearBeamColumn 6 3 5 5 1 1
element nonlinearBeamColumn 7 4 6 5 1 1
element nonlinearBeamColumn 8 3 4 5 1 2
element nonlinearBeamColumn 9 5 6 5 1 2

puts "ok 10"
######################## Path time series ############292#

#Constant
#Set Gaccel "Series -dt 1 -filePath accl.txt -factor 9.8";
set accelSeries "Path -filePath accl.txt -dt 0.02 "
pattern UniformExcitation 2 1 -accel $accelSeries ;


pattern Plain 1 Linear { ; # define LoadPattern 1. impose load in a linear manner
load 5 100 0. 0. 0. 0. 20.; # apply force and moment at node 3
}


#pattern Plain 2 Constant 1 {
#eleLoad -ele 6 9 -type -beamPoint 7.84 2
#}





#set Gaccel "Series -dt 0.01 -filePath accl.txt -factor 9.8";
#pattern MultipleSupport 2 {
#groundMotion 1 -accel $Gaccel
#imposedMotion 5 1 1
#}

puts "ok 11"
################################################ Record #############303#
recorder Node -file dataDir/NodeDis35.out -time -node 3 5 -dof 1 disp
recorder Node -file dataDir/Node6.eig -time -node 6 -dof 1 "eigen 1"
recorder Node -file dataDir/RNode.out -time -node 1 2 -dof 1 reaction
recorder Drift -file dataDir/drift.out -time -inode 3 4 -jnode 5 6 -dof 1 perpDrin 2
recorder Element -file dataDir/ele2local.out -time -ele 2 localForce
#recorder Element -file dataDir/ele2local.out -time -ele 2 globalForce
recorder Element -file ele1trusslocal.out -time -ele 1 localForce
#recorder display push 10 10 500 500 #? it has got problem #
#prp 4.0 6.0
#vup 0 1 0
#display 1 5 200
recorder plot node6.out push 525 10 400 400 -column 2 1;


puts "ok 12"
##################################################### analysis ##########318# pushover

constraints Transformation
numberer RCM
system BandGeneral
test NormDispIncr 1.0e-6 100 3
algorithm Newton
integrator DisplacementControl 3 1 0.1
analysis Static
eigen 1
analyze 100

puts "ok 13"
################################################

what's the meaning of extension exactly ?i write it in Text Document.
about the directory i am sure that is correct, i put in opensees program folder.

pleas help me about this matter

analysis shows this error : can't read "nodeTag": no such variable
what is this error?
which tag dose it mean?
there is just "integrator displacement" tag but I don't think so it related to this tag!
this is my analysis:

constraints Transformation
numberer RCM
system BandGeneral
test NormDispIncr 1.0e-6 100
algorithm Newton
integrator DisplacementControl 3 1 0.1
analysis Static
eigen 1
analyze 100