load problem

[alexnikel]

wipe
#
# kN,m
#
model basic -ndm 2 -ndf 3
#
node 1 .15000 0.0
node 2 .30000 0.0
node 3 .45000 0.0
node 4 .60000 0.0
node 5 .75000 0.0
node 6 .90000 0.0
node 7 1.05000 0.0
node 8 1.20000 0.0
node 9 1.35000 0.0
node 10 1.50000 0.0
puts "nodes OK "
#
fix 1 1 1 0
fix 10 0 0 1
#
mass 1 0.03440 0.03440 0.0010
mass 2 0.03440 0.03440 0.0010
mass 3 0.03440 0.03440 0.0010
mass 4 0.03440 0.03440 0.0010
mass 5 0.03440 0.03440 0.0010
mass 6 0.03440 0.03440 0.0010
mass 7 0.03440 0.03440 0.0010
mass 8 0.03440 0.03440 0.0010
mass 9 0.03440 0.03440 0.0010
mass 10 0.03440 0.03440 0.0010
puts "masses OK "
#
#
# section GEOMETRY -------------------------------------------------------------
set HSec 0.35; # Column Depth
set BSec 0.35; # Column Width
set coverSec 0.03; # Column cover to reinforcing steel NA.
set SecTag 1.0; # set tag for symmetric section
set As 0.00025; #As enos siderou
#
#
# MATERIAL parameters -------------------------------------------------------------------
set IDconcCore 1; # material ID tag -- confined core concrete
set IDconcCover 2; # material ID tag -- unconfined cover concrete
#
# nominal concrete compressive strength
set fc 25000.0; # CONCRETE Compressive Strength
# unconfined concrete
set fc1u $fc; # UNCONFINED concrete (todeschini parabolic model), maximum stress
set eps1u 0.0025; # strain at maximum strength of unconfined concrete
set fc2u 21250.0; # ultimate stress
set eps2u 0.0035; # strain at ultimate stress
#
#
# confined concrete
set an 0.667; #sintelestis apodotikotitas entos tis diatomis (Tasios, 1999)
#
set s 0.07; #apostasi sindetiron
#
set bc [expr $BSec-2.0*$coverSec];
#
set as [expr pow(1.0-$s/$bc/2.0,2.0)]; #sintelestis apodotikotitas kath'ipsos tis diatomis
puts "as [expr1.0*$as]"
#
#sidelestis apodotikotitas tis perisfiksis a
set a [expr $as*$an];
puts "a $a"
#
#ogkos sindetiron gia romvo
set Asw 0.0001131;
set V [expr $Asw*$bc*(4.0+2*sqrt(2.0))];
# ogkometriko mixaniko pososto w
set w [expr $Asw/$bc/$bc/$s*(500000.0/$fc)];
#
puts "a*w [expr $w*$a]"
#
set fc1c [expr (1+2.5*$a*$w)*$fc1u];
if {$a*$w >0.1} {set fc1c [expr (1.125+1.25*$a*$w)*$fc1u];}
#
puts "$fc1c" # CONFINED concrete , maximum stress
#
set eps1c [expr pow($fc1c/$fc1u,2.0)*$eps1u];
puts "eps1c $eps1c" # strain at maximum stress
set fc2c [expr 0.85*$fc];
puts "fc2c $fc2c" # ultimate stress
set eps2c [expr 0.0035+0.1*$a*$w];
puts " eps2c $eps2c" # strain at ultimate stress
#
#
#
uniaxialMaterial Concrete01 $IDconcCover -$fc1u -$eps1u -$fc2u -$eps2u
uniaxialMaterial Concrete01 $IDconcCore -$fc1c -$eps1c -$fc2c -$eps2c
uniaxialMaterial Steel01 3 500000.0 200000000.0 0.01
#
#
#
# FIBER SECTION properties
# RC section:
set coverY [expr $HSec/2.0]; # The distance from the section z-axis to the edge of the cover concrete -- outer edge of cover concrete
set coverZ [expr $BSec/2.0]; # The distance from the section y-axis to the edge of the cover concrete -- outer edge of cover concrete
set coreY [expr $coverY-$coverSec ]; # The distance from the section z-axis to the edge of the core concrete -- edge of the core concrete/inner edge of cover concrete
set coreZ [expr $coverZ-$coverSec ]; # The distance from the section y-axis to the edge of the core concrete -- edge of the core concrete/inner edge of cover concrete
set nfCoreY 50; # number of fibers for concrete in y-direction -- core concrete
set nfCoreZ 50; # number of fibers for concrete in z-direction
set nfCoverY 25; # number of fibers for concrete in y-direction -- cover concrete
set nfCoverZ 25; # number of fibers for concrete in z-direction
#
section fiberSec 1 {; # Define the fiber section
# Define the core patch
patch quadr $IDconcCore $nfCoreZ $nfCoreY -$coreY $coreZ $coreY -$coreZ $coreY $coreZ -$coreY $coreZ
#
# Define the four cover patches
patch quadr $IDconcCover $nfCoverZ $nfCoverY -$coverY $coverZ -$coreY $coreZ $coreY $coreZ $coverY $coverZ
patch quadr $IDconcCover $nfCoverZ $nfCoverY -$coreY -$coreZ -$coverY -$coverZ $coverY -$coverZ $coreY -$coreZ
patch quadr $IDconcCover $nfCoverZ $nfCoverY -$coverY $coverZ -$coverY -$coverZ -$coreY -$coreZ -$coreY $coreZ
patch quadr $IDconcCover $nfCoverZ $nfCoverY $coreY $coreZ $coreY -$coreZ $coverY -$coverZ $coverY $coverZ
#
# Define reinfocement layers
layer straight 3 3 $As $coreY -$coreZ $coreY $coreZ; # top layer reinforcement
layer straight 3 2 $As 0.0 -$coreZ 0.0 $coreZ; # middle layer reinforcement
layer straight 3 3 $As -$coreY -$coreZ -$coreY $coreZ; # bottom layer reinfocement
}; # end of fibersection definition
#
puts "section OK"
#
geomTransf Linear 1
puts "transf"
#
element nonlinearBeamColumn 1 1 2 5 1 1 20 1.0e-12
element nonlinearBeamColumn 2 2 3 5 1 1 20 1.0e-12
element nonlinearBeamColumn 3 3 4 5 1 1 20 1.0e-12
element nonlinearBeamColumn 4 4 5 5 1 1 20 1.0e-12
element nonlinearBeamColumn 5 5 6 5 1 1 20 1.0e-12
element nonlinearBeamColumn 6 6 7 5 1 1 20 1.0e-12
element nonlinearBeamColumn 7 7 8 5 1 1 20 1.0e-12
element nonlinearBeamColumn 8 8 9 5 1 1 20 1.0e-12
element nonlinearBeamColumn 9 9 10 5 1 1 20 1.0e-12
puts "element"
#
set axialP 0.0
pattern Plain 1 Linear {
# nd FX FY MZ
load 10 [expr -$axialP] 0.0 1000.0
}
#
puts "element and load OK"
initialize
#
recorder Node -file nodex10_1000.out -time -node 10 -dof 1 disp
recorder Node -file nodey10_1000.out -time -node 10 -dof 2 disp
recorder Node -file nodeyall_1000.out -time -node 1 2 3 4 5 6 7 8 9 10 -dof 2 disp
recorder Node -file Reactionnodexall_1000.out -time -node 1 2 3 4 5 6 7 8 9 10 -dof 1 reaction
recorder Node -file Reactionnodeyall_1000.out -time -node 1 2 3 4 5 6 7 8 9 10 -dof 2 reaction
recorder Element -file elem1_1000.out -time -ele 1 globalForce
recorder Element -file elem9_1000.out -time -ele 9 globalForce
recorder Element -file elemall_1000.out -time –ele 1 2 3 4 5 6 7 8 9 globalForce
recorder Element -file ele9sec1StressStrainanoxalybas.out -time -ele 9 section 1 fiber 0.17 0.0 3 stressStrain
recorder Element -file ele9sec1StressStrainmesi.out -time -ele 9 section 1 fiber 0.0 0.0 $IDconcCore stressStrain
recorder Element -file ele9sec1StressStrainkatoxalybas.out -time -ele 9 section 1 fiber -0.17 0.0 3 stressStrain
recorder Element -file ele9sec1StressStrainMETAKSIANO.out -time -ele 9 section 1 fiber 0.0875 0.0 $IDconcCore stressStrain
recorder Element -file ele9sec1StressStrainMETAKSIKATO.out -time -ele 9 section 1 fiber -0.0875 0.0 $IDconcCore stressStrain
recorder Element -file ele9sec1StressStrainAPERISFIKTOANO.out -time -ele 9 section 1 fiber 0.204 0.0 $IDconcCover stressStrain
recorder Element -file ele9sec1StressStrainAPERISFIKTOSIKATO.out -time -ele 9 section 1 fiber -0.204 0.0 $IDconcCover stressStrain
recorder Element -file ele9sec1StressStrainAnoInaCore.out -time -ele 9 section 1 fiber 0.17 0.05 $IDconcCore stressStrain
recorder Element -file ele9sec1StressStrainMESEOSxalybas.out -time -ele 9 section 1 fiber 0.0 0.17 3 stressStrain

#
#
system BandGeneral
constraints Plain
numberer Plain
# Create the convergence test, the norm of the residual with a tolerance of
# 1e-12 and a max number of iterations of 10
test NormDispIncr 1.0e-5 10 3
algorithm Newton

# Create the integration scheme, the LoadControl scheme using steps of 0.1
integrator LoadControl 0.2
analysis Static
#
analyze 5
#
# 0. 0.
# 0.00100 20000.00
puts "finished "
#



Hello,
when i run this all the recorders concerning stress-strain give me 0.0 stress and 0.0 strain . The problem is that i do have a moment 1000.0 , so there should be stress and strain. Could you please tell me what is wrong ?

Thanking in advance,
Alex

[vesna]

Your recorders are defined well. You are applying moment at a node whose rotation is fixed and thus you will not see any moment in your element and consequently stresses and strains will be zero.

[alexnikel]

Thank you very much Vesna and sorry for the inconvenience ( i should have seen this)