If I use different integration points for beam or column element(both use three or both use five), the results are obviously different when the steel bar has yield.
So, how many integration points will be appropriate?
If a beam element has three different sections (the middle span section is different from the end sections of the beam), how many integration points will be appropriate for the beam?
If three integration points is enough for the beam and column element?
Take the Example5.1 for example: (OpenSees Examples Manual)
I add a recorder to the source file, like: recorder EnvelopeNode -file Envelopenode51.out -time -node 9 14 19 -dof 1 2 disp
this is a part of my record file. #column section recorder for {set i 1} {$i <= 72} {incr i} { file mkdir $dir/section/ele$i foreach nP [list 1 $colnP] { recorder EnvelopeElement -file $dir/section/ele$i/sec${nP}Force+Defor.out -time -ele $i section $nP forceAndDeformation } } #beam section recorder...
In my model, masses are concentrated at the nodes where columns and beams meet according to the tributary mass per node. I use rigid diaphragm constraint to each floor and each floor has three freedoms: UX, UY and RZ. So I define mass as follow: mass $node $m $m 0 0 0 0 Can opensees calculate the ro...
Hi, I have started using OpenSees very recently and find some difficulties when I do a 3d dynamic analysis of reinforced concrete framework. These are important to me. Can anyone help me. 1. What is the differences between MultipleSupport and UniformExcitation? Both of them can be used to do a time-...