about element recorder with dispBeamColumn

endryus · Post by **endryus** » Tue Jul 11, 2006 11:37 pm

Hallo, some problems with the element recorders.
Why the recorder included in this file do not work? I obtain just empty files...
And can someone explain the meaning of the flags in the print command?
thanks

andrea

# OpenSees input file
# generated by GID
# Andrea Mordini 2006
# Units: N, kg, s
wipe
model basic -ndm 2 -ndf 3
# Node tag x y xmass ymass rotmass
node 1 0.000 8.000 -mass 0.000 0.000 0.000
node 2 5.000 8.000 -mass 0.000 0.000 0.000
node 3 10.000 8.000 -mass 0.000 0.000 0.000
node 4 15.000 8.000 -mass 0.000 0.000 0.000
node 5 15.000 4.000 -mass 0.000 0.000 0.000
node 6 15.000 0.000 -mass 0.000 0.000 0.000
node 7 20.000 8.000 -mass 0.000 0.000 0.000
node 8 25.000 8.000 -mass 0.000 0.000 0.000
node 9 30.000 8.000 -mass 0.000 0.000 0.000
node 10 35.000 8.000 -mass 0.000 0.000 0.000
node 11 35.000 4.000 -mass 0.000 0.000 0.000
node 12 35.000 0.000 -mass 0.000 0.000 0.000
node 13 40.000 8.000 -mass 0.000 0.000 0.000
node 14 45.000 8.000 -mass 0.000 0.000 0.000
node 15 50.000 8.000 -mass 0.000 0.000 0.000
# Boundary nodetag x y rot
fix 6 1 1 1
fix 12 1 1 1
# Transformation
geomTransf PDelta 1
# Section tag E A J
section Elastic 1 30000000000 0.35000 0.01430
section Elastic 2 30000000000 0.35000 0.01430
section Elastic 3 30000000000 0.35000 0.01430
section Elastic 4 30000000000 0.35000 0.01430
section Elastic 5 30000000000 0.35000 0.01430
section Elastic 6 30000000000 0.35000 0.01430
section Elastic 7 30000000000 0.35000 0.01430
section Elastic 8 30000000000 0.35000 0.01430
section Elastic 9 30000000000 0.35000 0.01430
section Elastic 10 30000000000 0.35000 0.01430
section Elastic 11 30000000000 0.35000 0.01430
section Elastic 12 30000000000 0.35000 0.01430
section Elastic 13 30000000000 0.35000 0.01430
section Elastic 14 30000000000 0.35000 0.01430
# Element tag inode jnode intp sect transf
element dispBeamColumn 1 1 2 5 1 1 -mass 1111.000
element dispBeamColumn 2 2 3 5 2 1 -mass 1111.000
element dispBeamColumn 3 3 4 5 3 1 -mass 1111.000
element dispBeamColumn 4 4 7 5 4 1 -mass 1111.000

element dispBeamColumn 5 7 8 5 5 1 -mass 1111.000
element dispBeamColumn 6 8 9 5 6 1 -mass 1111.000
element dispBeamColumn 7 9 10 5 7 1 -mass 1111.000
element dispBeamColumn 8 10 13 5 8 1 -mass 1111.000
element dispBeamColumn 9 13 14 5 9 1 -mass 1111.000
element dispBeamColumn 10 14 15 5 10 1 -mass 1111.000
element dispBeamColumn 11 6 5 5 11 1 -mass 1111.000
element dispBeamColumn 12 5 4 5 12 1 -mass 1111.000
element dispBeamColumn 13 12 11 5 13 1 -mass 1111.000
element dispBeamColumn 14 11 10 5 14 1 -mass 1111.000
# recorder
recorder Element -file dev04.eleforce1.out -time -ele all section 1 localForce
recorder Element -file dev04.eleforce2.out -time -ele all section 2 localForce
recorder Element -file dev04.eleforce3.out -time -ele all section 3 localForce
recorder Element -file dev04.eleforce4.out -time -ele all section 4 localForce
recorder Element -file dev04.eleforce5.out -time -ele all section 5 localForce
#Point Load
pattern Plain 1 "Linear" {
load 4 1000000.000 0.000 0.000
load 10 1000000.000 0.000 0.000
eleLoad -ele 1 -type -beamUniform -10000.000 0.000
eleLoad -ele 2 -type -beamUniform -10000.000 0.000
eleLoad -ele 3 -type -beamUniform -10000.000 0.000
eleLoad -ele 4 -type -beamUniform -10000.000 0.000
eleLoad -ele 5 -type -beamUniform -10000.000 0.000
eleLoad -ele 6 -type -beamUniform -10000.000 0.000
eleLoad -ele 7 -type -beamUniform -10000.000 0.000
eleLoad -ele 8 -type -beamUniform -10000.000 0.000
eleLoad -ele 9 -type -beamUniform -10000.000 0.000
eleLoad -ele 10 -type -beamUniform -10000.000 0.000
}
system BandGeneral
constraints Transformation
numberer RCM
test NormDispIncr 1.0e-12 10 3
algorithm Newton
integrator LoadControl 1
analysis Static
# analysis steps time step min step max step iters
analyze 2
print dev04.post.res node -flag 1

silvia · Post by **silvia** » Wed Jul 12, 2006 9:58 am

Andrea,
if you are asking for information about the section, of course the forces are in local coordinates. so you should ask for
force

not
localForce

the element-recorder page in the manual has all these different options.

i tested it with force and it worked.

if you have my libDisplay.tcl file, you can even view your model, I did.

endryus · Post by **endryus** » Wed Jul 12, 2006 9:45 pm

Thanks Silvia, useful as always.
Additional questions:
Is it possible to write all the section in a single file or I need a file for each of them?
Do you have some info about the meaning of the flags in the print command?

andrea

silvia · Post by **silvia** » Thu Jul 13, 2006 8:25 am

about the section, try putting in more than one section ID. but i think it'd just make a mess for your post-processing. remember that you can use variables and for-loops for the recorder filename, so you could put it into a nice loop.

about the flags in the print command, I don't know much about the flags, they may be similar to those of the test command, but you might have to open up the code (unless Frank can put in his 2-cents here).

endryus · Post by **endryus** » Fri Jul 14, 2006 8:53 am

Hi Silvia, could u try to run this file? I have some questions:
1- why I obtain only 2 values for the sections forces in the files created by
recorder Element -file dev02.eleforcesi.out -ele 10 section i force ?
In the file created by
recorder Element -file dev02.eleforces.out -ele 10 localForce
I obtain 3 values for each section (first and second end).
2- where are the gauss point located along the beam?
Thanks
andrea

# OpenSees input file
# Andrea Mordini 2006
# Units: N, kg, s
wipe
model basic -ndm 2 -ndf 3
# Node tag x y xmass ymass rotmass
node 1 0.000 8.000 -mass 0.000 0.000 0.000
node 2 1.000 8.000 -mass 0.000 0.000 0.000
node 3 2.000 8.000 -mass 0.000 0.000 0.000
node 4 3.000 8.000 -mass 0.000 0.000 0.000
node 5 4.000 8.000 -mass 0.000 0.000 0.000
node 6 5.000 8.000 -mass 0.000 0.000 0.000
node 7 6.000 8.000 -mass 0.000 0.000 0.000
node 8 7.000 8.000 -mass 0.000 0.000 0.000
node 9 8.000 8.000 -mass 0.000 0.000 0.000
node 10 9.000 8.000 -mass 0.000 0.000 0.000
node 11 10.000 8.000 -mass 0.000 0.000 0.000
node 12 11.000 8.000 -mass 0.000 0.000 0.000
node 13 12.000 8.000 -mass 0.000 0.000 0.000
node 14 13.000 8.000 -mass 0.000 0.000 0.000
node 15 14.000 8.000 -mass 0.000 0.000 0.000
node 16 15.000 8.000 -mass 0.000 0.000 0.000
node 17 15.000 7.000 -mass 0.000 0.000 0.000
node 18 15.000 6.000 -mass 0.000 0.000 0.000
node 19 15.000 5.000 -mass 0.000 0.000 0.000
node 20 15.000 4.000 -mass 0.000 0.000 0.000
node 21 15.000 3.000 -mass 0.000 0.000 0.000
node 22 16.000 8.000 -mass 0.000 0.000 0.000
node 23 15.000 2.000 -mass 0.000 0.000 0.000
node 24 15.000 1.000 -mass 0.000 0.000 0.000
node 25 17.000 8.000 -mass 0.000 0.000 0.000
node 26 15.000 0.000 -mass 0.000 0.000 0.000
node 27 18.000 8.000 -mass 0.000 0.000 0.000
node 28 19.000 8.000 -mass 0.000 0.000 0.000
node 29 20.000 8.000 -mass 0.000 0.000 0.000
node 30 21.000 8.000 -mass 0.000 0.000 0.000
node 31 22.000 8.000 -mass 0.000 0.000 0.000
node 32 23.000 8.000 -mass 0.000 0.000 0.000
node 33 24.000 8.000 -mass 0.000 0.000 0.000
node 34 25.000 8.000 -mass 0.000 0.000 0.000
node 35 26.000 8.000 -mass 0.000 0.000 0.000
node 36 27.000 8.000 -mass 0.000 0.000 0.000
node 37 28.000 8.000 -mass 0.000 0.000 0.000
node 38 29.000 8.000 -mass 0.000 0.000 0.000
node 39 30.000 8.000 -mass 0.000 0.000 0.000
node 40 31.000 8.000 -mass 0.000 0.000 0.000
node 41 32.000 8.000 -mass 0.000 0.000 0.000
node 42 33.000 8.000 -mass 0.000 0.000 0.000
node 43 34.000 8.000 -mass 0.000 0.000 0.000
node 44 35.000 8.000 -mass 0.000 0.000 0.000
node 45 35.000 7.000 -mass 0.000 0.000 0.000
node 46 35.000 6.000 -mass 0.000 0.000 0.000
node 47 35.000 5.000 -mass 0.000 0.000 0.000
node 48 35.000 4.000 -mass 0.000 0.000 0.000
node 49 35.000 3.000 -mass 0.000 0.000 0.000
node 50 35.000 2.000 -mass 0.000 0.000 0.000
node 51 35.000 1.000 -mass 0.000 0.000 0.000
node 52 35.000 0.000 -mass 0.000 0.000 0.000
node 53 36.000 8.000 -mass 0.000 0.000 0.000
node 54 37.000 8.000 -mass 0.000 0.000 0.000
node 55 38.000 8.000 -mass 0.000 0.000 0.000
node 56 39.000 8.000 -mass 0.000 0.000 0.000
node 57 40.000 8.000 -mass 0.000 0.000 0.000
node 58 41.000 8.000 -mass 0.000 0.000 0.000
node 59 42.000 8.000 -mass 0.000 0.000 0.000
node 60 43.000 8.000 -mass 0.000 0.000 0.000
node 61 44.000 8.000 -mass 0.000 0.000 0.000
node 62 45.000 8.000 -mass 0.000 0.000 0.000
node 63 46.000 8.000 -mass 0.000 0.000 0.000
node 64 47.000 8.000 -mass 0.000 0.000 0.000
node 65 48.000 8.000 -mass 0.000 0.000 0.000
node 66 49.000 8.000 -mass 0.000 0.000 0.000
node 67 50.000 8.000 -mass 0.000 0.000 0.000
# Boundary nodetag x y rot
fix 26 1 1 1
fix 52 1 1 1
# Transformation
geomTransf PDelta 1
# Section tag E A J
section Elastic 1 30000000000 0.35000 0.01430
section Elastic 2 30000000000 0.35000 0.01430
section Elastic 3 30000000000 0.35000 0.01430
section Elastic 4 30000000000 0.35000 0.01430
section Elastic 5 30000000000 0.35000 0.01430
section Elastic 6 30000000000 0.35000 0.01430
section Elastic 7 30000000000 0.35000 0.01430
section Elastic 8 30000000000 0.35000 0.01430
section Elastic 9 30000000000 0.35000 0.01430
section Elastic 10 30000000000 0.35000 0.01430
section Elastic 11 30000000000 0.35000 0.01430
section Elastic 12 30000000000 0.35000 0.01430
section Elastic 13 30000000000 0.35000 0.01430
section Elastic 14 30000000000 0.35000 0.01430
section Elastic 15 30000000000 0.35000 0.01430
section Elastic 16 30000000000 0.35000 0.01430
section Elastic 17 30000000000 0.35000 0.01430
section Elastic 18 30000000000 0.35000 0.01430
section Elastic 19 30000000000 0.35000 0.01430
section Elastic 20 30000000000 0.35000 0.01430
section Elastic 21 30000000000 0.35000 0.01430
section Elastic 22 30000000000 0.35000 0.01430
section Elastic 23 30000000000 0.35000 0.01430
section Elastic 24 30000000000 0.35000 0.01430
section Elastic 25 30000000000 0.35000 0.01430
section Elastic 26 30000000000 0.35000 0.01430
section Elastic 27 30000000000 0.35000 0.01430
section Elastic 28 30000000000 0.35000 0.01430
section Elastic 29 30000000000 0.35000 0.01430
section Elastic 30 30000000000 0.35000 0.01430
section Elastic 31 30000000000 0.35000 0.01430
section Elastic 32 30000000000 0.35000 0.01430
section Elastic 33 30000000000 0.35000 0.01430
section Elastic 34 30000000000 0.35000 0.01430
section Elastic 35 30000000000 0.35000 0.01430
section Elastic 36 30000000000 0.35000 0.01430
section Elastic 37 30000000000 0.35000 0.01430
section Elastic 38 30000000000 0.35000 0.01430
section Elastic 39 30000000000 0.35000 0.01430
section Elastic 40 30000000000 0.35000 0.01430
section Elastic 41 30000000000 0.35000 0.01430
section Elastic 42 30000000000 0.35000 0.01430
section Elastic 43 30000000000 0.35000 0.01430
section Elastic 44 30000000000 0.35000 0.01430
section Elastic 45 30000000000 0.35000 0.01430
section Elastic 46 30000000000 0.35000 0.01430
section Elastic 47 30000000000 0.35000 0.01430
section Elastic 48 30000000000 0.35000 0.01430
section Elastic 49 30000000000 0.35000 0.01430
section Elastic 50 30000000000 0.35000 0.01430
section Elastic 51 210000000000 0.35000 0.01430
section Elastic 52 210000000000 0.35000 0.01430
section Elastic 53 210000000000 0.35000 0.01430
section Elastic 54 210000000000 0.35000 0.01430
section Elastic 55 210000000000 0.35000 0.01430
section Elastic 56 210000000000 0.35000 0.01430
section Elastic 57 210000000000 0.35000 0.01430
section Elastic 58 210000000000 0.35000 0.01430
section Elastic 59 210000000000 0.35000 0.01430
section Elastic 60 210000000000 0.35000 0.01430
section Elastic 61 210000000000 0.35000 0.01430
section Elastic 62 210000000000 0.35000 0.01430
section Elastic 63 210000000000 0.35000 0.01430
section Elastic 64 210000000000 0.35000 0.01430
section Elastic 65 210000000000 0.35000 0.01430
section Elastic 66 210000000000 0.35000 0.01430
# Element tag inode jnode intp sect transf
element dispBeamColumn 1 1 2 5 1 1 -mass 1111.000
element dispBeamColumn 2 2 3 5 2 1 -mass 1111.000
element dispBeamColumn 3 3 4 5 3 1 -mass 1111.000
element dispBeamColumn 4 4 5 5 4 1 -mass 1111.000
element dispBeamColumn 5 5 6 5 5 1 -mass 1111.000
element dispBeamColumn 6 6 7 5 6 1 -mass 1111.000
element dispBeamColumn 7 7 8 5 7 1 -mass 1111.000
element dispBeamColumn 8 8 9 5 8 1 -mass 1111.000
element dispBeamColumn 9 9 10 5 9 1 -mass 1111.000
element dispBeamColumn 10 10 11 5 10 1 -mass 1111.000
element dispBeamColumn 11 11 12 5 11 1 -mass 1111.000
element dispBeamColumn 12 12 13 5 12 1 -mass 1111.000
element dispBeamColumn 13 13 14 5 13 1 -mass 1111.000
element dispBeamColumn 14 14 15 5 14 1 -mass 1111.000
element dispBeamColumn 15 15 16 5 15 1 -mass 1111.000
element dispBeamColumn 16 16 22 5 16 1 -mass 1111.000
element dispBeamColumn 17 22 25 5 17 1 -mass 1111.000
element dispBeamColumn 18 25 27 5 18 1 -mass 1111.000
element dispBeamColumn 19 27 28 5 19 1 -mass 1111.000
element dispBeamColumn 20 28 29 5 20 1 -mass 1111.000
element dispBeamColumn 21 29 30 5 21 1 -mass 1111.000
element dispBeamColumn 22 30 31 5 22 1 -mass 1111.000
element dispBeamColumn 23 31 32 5 23 1 -mass 1111.000
element dispBeamColumn 24 32 33 5 24 1 -mass 1111.000
element dispBeamColumn 25 33 34 5 25 1 -mass 1111.000
element dispBeamColumn 26 34 35 5 26 1 -mass 1111.000
element dispBeamColumn 27 35 36 5 27 1 -mass 1111.000
element dispBeamColumn 28 36 37 5 28 1 -mass 1111.000
element dispBeamColumn 29 37 38 5 29 1 -mass 1111.000
element dispBeamColumn 30 38 39 5 30 1 -mass 1111.000
element dispBeamColumn 31 39 40 5 31 1 -mass 1111.000
element dispBeamColumn 32 40 41 5 32 1 -mass 1111.000
element dispBeamColumn 33 41 42 5 33 1 -mass 1111.000
element dispBeamColumn 34 42 43 5 34 1 -mass 1111.000
element dispBeamColumn 35 43 44 5 35 1 -mass 1111.000
element dispBeamColumn 36 44 53 5 36 1 -mass 1111.000
element dispBeamColumn 37 53 54 5 37 1 -mass 1111.000
element dispBeamColumn 38 54 55 5 38 1 -mass 1111.000
element dispBeamColumn 39 55 56 5 39 1 -mass 1111.000
element dispBeamColumn 40 56 57 5 40 1 -mass 1111.000
element dispBeamColumn 41 57 58 5 41 1 -mass 1111.000
element dispBeamColumn 42 58 59 5 42 1 -mass 1111.000
element dispBeamColumn 43 59 60 5 43 1 -mass 1111.000
element dispBeamColumn 44 60 61 5 44 1 -mass 1111.000
element dispBeamColumn 45 61 62 5 45 1 -mass 1111.000
element dispBeamColumn 46 62 63 5 46 1 -mass 1111.000
element dispBeamColumn 47 63 64 5 47 1 -mass 1111.000
element dispBeamColumn 48 64 65 5 48 1 -mass 1111.000
element dispBeamColumn 49 65 66 5 49 1 -mass 1111.000
element dispBeamColumn 50 66 67 5 50 1 -mass 1111.000
element dispBeamColumn 51 16 17 5 51 1 -mass 1111.000
element dispBeamColumn 52 17 18 5 52 1 -mass 1111.000
element dispBeamColumn 53 18 19 5 53 1 -mass 1111.000
element dispBeamColumn 54 19 20 5 54 1 -mass 1111.000
element dispBeamColumn 55 20 21 5 55 1 -mass 1111.000
element dispBeamColumn 56 21 23 5 56 1 -mass 1111.000
element dispBeamColumn 57 23 24 5 57 1 -mass 1111.000
element dispBeamColumn 58 24 26 5 58 1 -mass 1111.000
element dispBeamColumn 59 52 51 5 59 1 -mass 1111.000
element dispBeamColumn 60 51 50 5 60 1 -mass 1111.000
element dispBeamColumn 61 50 49 5 61 1 -mass 1111.000
element dispBeamColumn 62 49 48 5 62 1 -mass 1111.000
element dispBeamColumn 63 48 47 5 63 1 -mass 1111.000
element dispBeamColumn 64 47 46 5 64 1 -mass 1111.000
element dispBeamColumn 65 46 45 5 65 1 -mass 1111.000
element dispBeamColumn 66 45 44 5 66 1 -mass 1111.000
# recorder
recorder Node -file dev02.nodedisp.out -node -dof 1 2 3 disp
recorder Node -file dev02.nodereact.out -node -dof 1 2 3 reaction
recorder Element -file dev02.eleforces.out -ele 10 localForce
recorder Element -file dev02.eleforces1.out -ele 10 section 1 force
recorder Element -file dev02.eleforces2.out -ele 10 section 2 force
recorder Element -file dev02.eleforces3.out -ele 10 section 3 force
recorder Element -file dev02.eleforces4.out -ele 10 section 4 force
recorder Element -file dev02.eleforces5.out -ele 10 section 5 force
# Loads
pattern Plain 1 "Linear" {
eleLoad -ele 1 -type -beamUniform -1000.000 0.000
eleLoad -ele 2 -type -beamUniform -1000.000 0.000
eleLoad -ele 3 -type -beamUniform -1000.000 0.000
eleLoad -ele 4 -type -beamUniform -1000.000 0.000
eleLoad -ele 5 -type -beamUniform -1000.000 0.000
eleLoad -ele 6 -type -beamUniform -1000.000 0.000
eleLoad -ele 7 -type -beamUniform -1000.000 0.000
eleLoad -ele 8 -type -beamUniform -1000.000 0.000
eleLoad -ele 9 -type -beamUniform -1000.000 0.000
eleLoad -ele 10 -type -beamUniform -1000.000 0.000
eleLoad -ele 11 -type -beamUniform -1000.000 0.000
eleLoad -ele 12 -type -beamUniform -1000.000 0.000
eleLoad -ele 13 -type -beamUniform -1000.000 0.000
eleLoad -ele 14 -type -beamUniform -1000.000 0.000
eleLoad -ele 15 -type -beamUniform -1000.000 0.000
eleLoad -ele 16 -type -beamUniform -1000.000 0.000
eleLoad -ele 17 -type -beamUniform -1000.000 0.000
eleLoad -ele 18 -type -beamUniform -1000.000 0.000
eleLoad -ele 19 -type -beamUniform -1000.000 0.000
eleLoad -ele 20 -type -beamUniform -1000.000 0.000
eleLoad -ele 21 -type -beamUniform -1000.000 0.000
eleLoad -ele 22 -type -beamUniform -1000.000 0.000
eleLoad -ele 23 -type -beamUniform -1000.000 0.000
eleLoad -ele 24 -type -beamUniform -1000.000 0.000
eleLoad -ele 25 -type -beamUniform -1000.000 0.000
eleLoad -ele 26 -type -beamUniform -1000.000 0.000
eleLoad -ele 27 -type -beamUniform -1000.000 0.000
eleLoad -ele 28 -type -beamUniform -1000.000 0.000
eleLoad -ele 29 -type -beamUniform -1000.000 0.000
eleLoad -ele 30 -type -beamUniform -1000.000 0.000
eleLoad -ele 31 -type -beamUniform -1000.000 0.000
eleLoad -ele 32 -type -beamUniform -1000.000 0.000
eleLoad -ele 33 -type -beamUniform -1000.000 0.000
eleLoad -ele 34 -type -beamUniform -1000.000 0.000
eleLoad -ele 35 -type -beamUniform -1000.000 0.000
eleLoad -ele 36 -type -beamUniform -1000.000 0.000
eleLoad -ele 37 -type -beamUniform -1000.000 0.000
eleLoad -ele 38 -type -beamUniform -1000.000 0.000
eleLoad -ele 39 -type -beamUniform -1000.000 0.000
eleLoad -ele 40 -type -beamUniform -1000.000 0.000
eleLoad -ele 41 -type -beamUniform -1000.000 0.000
eleLoad -ele 42 -type -beamUniform -1000.000 0.000
eleLoad -ele 43 -type -beamUniform -1000.000 0.000
eleLoad -ele 44 -type -beamUniform -1000.000 0.000
eleLoad -ele 45 -type -beamUniform -1000.000 0.000
eleLoad -ele 46 -type -beamUniform -1000.000 0.000
eleLoad -ele 47 -type -beamUniform -1000.000 0.000
eleLoad -ele 48 -type -beamUniform -1000.000 0.000
eleLoad -ele 49 -type -beamUniform -1000.000 0.000
eleLoad -ele 50 -type -beamUniform -1000.000 0.000
}
system BandGeneral
constraints Transformation
numberer RCM
test NormDispIncr 1.0e-12 10 3
algorithm Newton
integrator LoadControl 1 1 1 1
analysis Static
# analysis steps time step min step max step iters
analyze 1
loadConst -time 0

silvia · Post by **silvia** » Fri Jul 14, 2006 3:52 pm

YOU GET two values because you have an elastic section, I think.
so the first value is the time, the second is the section moment.

for where the gauss points are, it depends on the number of them, and you have to research this one on google, as it is a mathematical issue. easy to find. google "gauss quadrature points" or any numerical-methods textbook.

endryus · Post by **endryus** » Sun Jul 16, 2006 11:19 pm

I think the first value is the axial force and the second is the moment. Why not the shear? The first cannot be the time since the -time flag is off.
andrea

silvia · Post by **silvia** » Mon Jul 17, 2006 10:11 am

did you aggregate shear?

endryus · Post by **endryus** » Mon Jul 17, 2006 10:36 am

I can't understand why should I aggregate shear... the section is already defined... and even if I haven't aggregated axial force and bending moment I obtain the output for them...

andrea

silvia · Post by **silvia** » Mon Jul 17, 2006 1:33 pm

because the fiber section only models axial force and bending, not shear. no shear stiffness is associated with the section.

endryus · Post by **endryus** » Mon Jul 17, 2006 9:53 pm

But I'm using elastic section, not fiber section...
with the following recorder I can obtain all the internal forces...
recorder Element -file dev02.eleforces.out -ele 10 localForce

andrea

silvia · Post by **silvia** » Wed Jul 19, 2006 11:12 am

the section does not see ALL internal forces. in a beam element type, it really only sees axial and moment.
compare those values at the element-end sections to what you get at the element level.

endryus · Post by **endryus** » Mon Jul 24, 2006 4:12 am

Also...using this elastic section there is no way to obtain ALL the internal forces along the element...
Otherwise, if possible, could you explain me how?

Andrea

silvia · Post by **silvia** » Mon Jul 24, 2006 9:14 am

you need to calcuate them yourself, since it is elastic it is pretty straight forward. you have axial and curvature/moment information, you can use the mechanics equations to get stresses and strains at specific locations in your section.