gravity analysis problem

[paysheen]

I have modeled a 6m fully restraint beam in opensees.
There is a quite strange force result [merely due to gravity load] that goes like as follow:
0.1 3638.42 1.28732e-013 1958.52 0 -1698.22 1.70409e-013 -3638.42 -1.28732e-013 -458.516 0 -114.599 2.26478e-014
0.2 13067.2 5.20759e-013 5996.35 0 -5947.18 7.54744e-013 -13067.2 -5.20759e-013 -2996.35 0 -797.909 2.5872e-014
0.3 19554.9 1.78182e-013 8998.14 0 -8918.9 6.75561e-013 -19554.9 -1.78182e-013 -4498.14 0 -1204.56 -4.09546e-013
0.4 26077 -2.5952e-013 11998 0 -11892.6 5.01616e-013 -26077 2.5952e-013 -5998.04 0 -1606.66 -8.93173e-013
0.5 32600.5 -1.6763e-013 14997.9 0 -14866.5 6.94361e-013 -32600.5 1.6763e-013 -7497.94 0 -2008.95 -9.4933e-013
0.6 39125.2 1.93401e-013 17997.8 0 -17840.4 1.06888e-012 -39125.2 -1.93401e-013 -8997.84 0 -2411.43 -7.83863e-013
0.7 45651.2 -1.6904e-013 20997.7 0 -20814.4 1.15703e-012 -45651.2 1.6904e-013 -10497.7 0 -2814.1 -1.41744e-012
0.8 52178.5 2.19482e-013 23997.6 0 -23788.5 1.63811e-012 -52178.5 -2.19482e-013 -11997.6 0 -3216.97 -1.31787e-012
0.9 58707.1 -6.53111e-013 26997.5 0 -26762.7 7.71043e-013 -58707.1 6.53111e-013 -13497.5 0 -3620.02 -1.7622e-012
1 65237 3.57625e-013 29997.4 0 -29737 2.08954e-012 -65237 -3.57625e-013 -14997.4 0 -4023.27 -1.56695e-012
which first column is time and the second one shows the x-dir force!

which shows that due to the 10kn/m vertical load, about 65KN axial force is exerted on the beam!

Another thing that is weird is that if y and Z of the cross section which is modeled by fibers (patch command)
Are shifted by a single amount, say 200mm be added to all the Ys of patches.

[kesavapraba]

Dear Friend, Can you post your code?

[paysheen]

model basic -ndm 3 -ndf 6


#for FRAME Material
set confConcMat 55
set unconfConcMat 66
set barsMatTag 11



set fc0 55.e6 ; # For Concrete 55 from ETABS
set fce 71.5e6 ; # For Concrete 55 from ETABS
set fc0 $fce
set fcc 80.e6
set Ec 39862060000. ; # For Concrete 55 from ETABS
set Ece 45449749040. ; # For Concrete 55 from ETABS
set Ec $Ece
set ec0 [expr .004]
set ecu 0.012
uniaxialMaterial Concrete01 $confConcMat -$fcc $ec0 [expr 0.2*$fcc] $ecu


set fc0 55.e6 ; # For Concrete 55 from ETABS
set fce 71.5e6 ; # For Concrete 55 from ETABS
set fc0 $fce
set Ec 39862060000. ; # For Concrete 55 from ETABS
set Ece 45449749040. ; # For Concrete 55 from ETABS
set Ec $Ece
#set ec0 [expr 2.*$fc0/$Ec]
set ecu 0.003
set ecc [expr 0.0025]
uniaxialMaterial Concrete01 $unconfConcMat -$fc0 $ecc [expr 0.2*$fc0] $ecu


set Es 1.999E+11 ; # For rebar-A615 from ETABS
set fy 413690000. ; # Minimum yield stress for rebar-A615 from ETABS
set fye 482636000. ; # Expected yield stress for rebar-A615 from ETABS
set fy $fye
set fu 620528210.06 ; # Minimum ultimate stress for rebar-A615 from ETABS
set fue 730848800. ; # Expected ultimate stress for rebar-A615 from ETABS
uniaxialMaterial Steel01 $barsMatTag $fy 2.e11 0.01





set B 400.
set H 450.
set cover 50.
set nBarTop 5
set barDTop 16.
set barAreaTop [expr 3.1415*$barDTop**2./4]
set nBarBot 5
set barDBot 16.
set barAreaBot [expr 3.1415*$barDBot**2./4]
set nBarInt 0
set barDInt 20.
set barAreaInt [expr 3.1415*$barDInt**2./4]

set d $H
set area [expr $B*$H]
set Iz [expr $B*$H**3./12.]


proc RCsection {secID steelMat confConMat unconfConcMat B H cover nBarTop barAreaTop nBarBot barAreaBot nBarInt barAreaInt} {
set z1 [expr -$H/2.]
set z2 [expr $z1+$cover]
set dz [expr ($H-2.*$cover)/($nBarInt+1)]
set z3 [expr $z2+$dz]
set z5 [expr $H/2.-$cover]
set z4 [expr $z5-$dz]
set z6 [expr $H/2.]

set y1 [expr -$B/2.]
set y2 [expr $y1+$cover]
set y4 [expr $B/2.]
set y3 [expr $y4-$cover]

set numSubDivL 10
set numSubDivT 3
section Fiber $secID {
patch quad $unconfConcMat $numSubDivL $numSubDivT $y1 $z2 $y1 $z1 $y4 $z1 $y4 $z2
patch quad $unconfConcMat $numSubDivT $numSubDivL $y1 $z5 $y1 $z2 $y2 $z2 $y2 $z5
patch quad $unconfConcMat $numSubDivL $numSubDivT $y1 $z6 $y1 $z5 $y4 $z5 $y4 $z6
patch quad $unconfConcMat $numSubDivT $numSubDivL $y3 $z5 $y3 $z2 $y4 $z2 $y4 $z5
patch quad $confConMat $numSubDivL $numSubDivL $y2 $z5 $y2 $z2 $y3 $z2 $y3 $z5
layer straight $steelMat $nBarBot $barAreaBot $y3 $z2 $y2 $z2
layer straight $steelMat $nBarInt $barAreaInt $y2 $z3 $y2 $z4
layer straight $steelMat $nBarTop $barAreaTop $y3 $z5 $y2 $z5
layer straight $steelMat $nBarInt $barAreaInt $y3 $z3 $y3 $z4

}
}
set eleTag 7002
set B [expr $B/1000.]
set H [expr $H/1000.]
set cover [expr $cover/1000.]
set barAreaTop [expr $barAreaTop/1.e6]
set barAreaBot [expr $barAreaBot/1.e6]
set barAreaInt [expr $barAreaInt/1.e6]

RCsection $eleTag $barsMatTag $confConcMat $unconfConcMat $B $H $cover $nBarTop $barAreaTop $nBarBot $barAreaBot $nBarInt $barAreaInt





node 200110 6.0 0.0 35.0
node 100110 0.0 0.0 35.0
node 1 1.5 0.0 35.0
node 2 3.0 0.0 35.0
node 3 4.5 0.0 35.0
node 271100110 6.0 0.0 35.0
node 171100110 0.0 0.0 35.0

geomTransf PDelta 71100110 0 0 1 -jntOffset 0. 0. 0. 0. 0. 0.

element dispBeamColumn 71100110 171100110 1 8 7002 71100110
element dispBeamColumn 71100112 1 2 8 7002 71100110
element dispBeamColumn 71100113 2 3 8 7002 71100110
element dispBeamColumn 71100114 3 271100110 8 7002 71100110



fix 200110 1 2 3 4 5 6
fix 100110 1 2 3 4 5 6

equalDOF 100110 171100110 1 2 3 4 5 6
equalDOF 200110 271100110 1 2 3 4 5 6



pattern Plain 1 Linear {
#eleLoad -ele $eleTag1 <$eleTag2 ....> -type -beamUniform $Wy $Wz <$Wx>
eleLoad -ele 71100110 -type -beamUniform 0 -10000
eleLoad -ele 71100112 -type -beamUniform 0 -10000
eleLoad -ele 71100113 -type -beamUniform 0 -10000
eleLoad -ele 71100114 -type -beamUniform 0 -10000

}




recorder Element -file ele.out -time -ele 71100110 globalForces



constraints Transformation;
numberer RCM;
system UmfPack
test NormDispIncr 1.0e-3 2000 2;
algorithm NewtonLineSearch -tol .75; #-maxlter 1000 -minEta .5 -maxEta 1000
integrator LoadControl 0.1;
analysis Static
analyze 10
puts "gravity analysis ok"